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Plans (34) • \\Nccau\-1 ® t o ,mc + 1 v_g-. MiTek° MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: LENNAR 2892-E MARQUAM-HORN ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc. under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K2771104 thru K2771143 My license renewal date for the state of Oregon is December 31,2017. ,R7, a PR 0P 2 ct', 89200PE 9r ,y,OREGON � t. /. IJy t4,(44) A4+oma it ✓/.1 January 19,2017 Baxter,David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. MITeI( MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: LENNAR 2892-E MARQUAM-HORN ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K2771104 thru K2771143 My license renewal date for the state of Washington is May 16,2017. ,BRILL t ,451,2 of WAs414:1+ r Q 5.1398 `z/ January 19,2017 Baxter,David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. This design prepared from computer input by Pacific Lumber and Truss-BC a LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" TC: 2x9 DF #15HTR 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing.1 LOAD DURATION INCREASE = 1.15 BC: 2x9 DF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12"00. UON. system and components and cladding criteria. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 190 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1,6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6-09 6-09 2 T . B.00 IIM-4x9 12 3 Q 8.00 IV ‹QED PR0 rt. 89200FE -9f 2 9 r o f —/o WV Ira V703 i OREQt'N ..40414;q ,.142 M-3x4 M-3x4 EXPIRE& 19/31/2W 1 b 1-06 13-06 y 1-06 y OltRat.6 .44,9' v OASe JOB NAME : LENNAR 2892—E MARQUAM ENGLISH — Al ��`�,� A�` Scale: 0.9600 4 ,1"t:" - eA WARNINGS: GENERAL NOTES, unless otherwise noted: `G+=+ Truss: Al 1.Builder end erector contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is tor an Individual and Warnings before constnuXon commences balding component Applicability of design parameters and proper 2 204 compression web bracing must be Installed where shown♦ incorporation of component Is the responsibility of the building designer. y� - 3 • .Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at /'a i�(� Is the responsibility of the erector.Additional permanent bracing at 7 o c and at 10 o c respectNety unless braced throughout their length by iA 5139• tv DATE: 1/19/2017 the overall structure a the responsibility of building designer confnuous sheathing such as plywood sheathing(TC)and/or drywall(BC) f ,.(� 4 No load should be applied to an 3 rax Impact bodging or lateral bracing required of the where shown t a•ctor. ^(..�.e �"` SEQ.: K2771104 ppe any until all and 4 Installation aft truss is the rasponaibildy of the respective contractor. P ii fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used Ina non corrosNe environmentq TRANS ID: LINK design leads be applied to any component and are for dry condition'of useQ1V A1+ 1� responsibility for the 6.Design assumes full bearing at all supporta shown.shim or wedge if 5.CompuTrus hes no control over and assumes no fabrication,handling,shipment and installation of components. ce ssary. e 6.This design Is furnished sublet[to the limitations set forth by 7.Design assumes adequate drainage a provided. 8.Plates shall be loceted on both faces ottruss,and pieced sO theIr center January 19,2017 TPIANrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 9.Digits indicate sae of plate In inches. 10.For basic connector plate deNgn values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TO: 2x4 DF #1bBTR LOAD DURATION INCREASE = 1.15 1-2-) 0) 94 2-6-(-20) 382 6-3-(0) 312 SPACED 24.0" O.C. 2-3=(-591) 116 6-4=(-20) 382 WE: 2x4 DF ST3-4=(-591) 116 WEBS: 2x4 DF STANDDR LOADING 4-5=) 0) 94 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PIF TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 18.0" LL = 25 PSF Ground Snow (Pg) 3'- 6.0" -129/ 738V -117/ 11OH 5.50" 1.18 DF 13'- 6.0" -129/ 738V 0/ OH 5.50" 1.18 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IAC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/160 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.011" @ 15'- 0.0" Allowed = 0.150" - MAX TL CREEP DEFL = -0.015" @ 15'- 0.0" Allowed = 0.200" MAX TC PANEL LL DEFL = -0.066" @ 3'- 7.3" Allowed = 0.496" MAX TC PANEL TL DEFL = 0.271" @ 3'- 7.1" Allowed = 0.744" 6-09 6-09 , MAX HORIZ. TL DEFL = 0.006" @ 13'- 0.5" 12 4 72 Design conforms to main windforce-resisting HM-4x9 Q 8.00 system and components and cladding criteria. 8.00 3 9.0" Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �� load duration factor=1.6, Truss designed for wind loads in the plane of the truss only.. ��+i�® :1 ik/J�Pss GI N 89200P pOREGON �� 9 PlgCAIIIIIIIIIIIIH •'E ' 14,S . 4. .• 6 I C�P o V o M-3x4 M-1.5x3 M-3x4 5 �+RR;I0- 1 - y ), y EXPIRES._ 12/31/2017 6-09 6-09 y y y 1-06 13-06 1-06 WAS 1i JOB NAME : LENNAR 2892-E MARQUAM ENGLISH - A2 Scale: 0.3975 . ��' �° WARNINGS. GENERAL NOTES, unless otherwise noted: h. /- ,. 7 1 Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual %r, Truss: A2 and Warnings before construction commences building component Applicability of design parameters and proper //4,7,r 2 284 compression web bracing must be Installetl where shown+. DesIncorporationf component Is the responsibility of the ally braced designer. 2.Design thetap and bottom chords to be rougho braced en ,�s+k _ 5139 3.Additional temporary bracing to Insure stability during construction 70. and t10' respectively unless • braced throughout ther length by ,+ ,,,�+�(,+Y� s the responsibility of the erector.Additional permanent bracing of continuoussheathing such as plywood sheathing(TC)and/or drywall(BC). "� a GIs'' }''Vo ` DATE: 1/19/2017 the overall structure is the responsibility of the building designer. 3.24 Impact bldg g or lateral bracing required where shown++ - V SE K2 7 711055 4.No load should be applied to any component until after all bracing and 4.Installation of trues is the responsibility of the respective contractor. 1..ON '°''' tV , Q• fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non cortostve environment, A ON`s'AL design loads be applied to an t and are for"dry condition.of use. TRANS ID• LINK 9^ pp ycomponen. 6.Design assumes full bearing at all suppods shown.Shim or wedge if • 5.Co mpuTms has no control over and assumes no respondElty for thenecessary fabrication handling,shipment and installation ofcomponents. 7 Design assumes adequate drainage is provided. January 19,2017 6.This designs furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center ` TPI/WTCA in Boll,copes of which will be furnished upon request. lines coincide with joint center lines. 9 Digits Indicate sue of plate in inches. MiTek USA,IOC./ColnpuTNS Software 7.6.8(1 L)-E 10.For basic cennector plate design values see ESR-1311,ESR-1966(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC i LUMBER SPECIFICATIONS TRUSS SPAN 19'- 5.5" TC: 2x4 DF #1&BTA IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 BC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 94 2-11=(-173) 657 3-12=(-189) 170 WEBS: 2x4 DF STAND SPACED 24.0" O.C. 2- 3=(-669) 288 11-12=(-173) 657 12- 4=( -50) 30 LOADING 3- 4=(-669) 260 12-13=( -95) 511 9-13-( -28) 179 TC LATERAL SUPPORT 5= 12"OC. UON. 4- 5=( 0) 0 13- 9=(-193) 725 13- 7=( 0) 189 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 7=(-624) 254 BC LATERAL SUPPORT 5= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 13- 8=(-154) 157 TOTAL LOAD= 42.0 PSF 6- 7=( 0) o 7- 8=(-799) 261 NOTE: 2x4 BRACING AT 24"OC CON. FOR LL = 25 PSF Ground Snow (Pg) 8- 9=(-971) 286 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-10=( 0) 94 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BEARING MAX VERT OVERHANGS: 18.0" 18.0" MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x4 or equal at non-structural 923 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -161/6'- 5.0" 0/ V -125/ 125H SB 77.00" 1.30 DF ( 625) (uon). 254V 0/ OH 77.00" 0.41 DF ( 625) vertical members 19'- 5.5" -165/ 923V 0/ OH 5.50" 1.48 DF ( 625) Unbalanced live loads have been considered for this design. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed - 0.150" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed - 0.200" MAX LL DEFL = -0.037" @ 11'- 9.1" Allowed - 0.629" MAX TL CREEP DEFL - -0.068" @ 11'- 9.1" Allowed - 0.839" MAX LL DEFL = -0.011" @ 20'- 11.5" Allowed - 0.150" MAX TL CREEP DEFL = -0.015" @ 20'- 11.5" Allowed = 0.200" 7-08-12 4-00 7-08-12 ,r ,r MAX HORIZ. LL DEFL = 0.010" @ 19'- 0.0" 4-00-13 3-05-11 0-02-04 4-00 0-05-10 3-02-05 4-00-13 MAX HORIz. TL DEFL - 0.015" @ 19'- 0.0" f 12 T ff f f f T Design conforms to main windforce-resisting M-6x8 12 system and components and cladding criteria. 8.00 17 5 6 M-4x6 4 Q 8.00 Wind: 140 mph, h 21.ift, T -^ '1 6.0, ASCE 7-10, (All Heights), E,1...481.1.4MWFRS(Dir), 0 load duration .' ✓� et., Truss des g d `` �+ G ,r� in the pl. t#t1SF , e,lR. ��W M-3x4 :11:lih1141111411441111411hh7::'Thhhhillhllhhh04,04440 M-2.5x9 -1 at non-structural did,•,2 mets. 3 �� `t 89200.PE 9 ,,OREGONIx �Q 2 "ci 13 -"a 7 f1-. Q- 0 M-3x8 M-4x6 M-3x4 0 0 M-3x4 EXPIRES:. 12/31/2017 1 y , ,1 y 5-10-01 1-04-15 4-09-10 7-04-14 1 ; 1-06 19-05-08 y 1-06 y y Q.iWAS •q, JOB NAME : LENNAR 2892-E MARQUAM ENGLISH - B1 0 Scale: 0.2916 o."]tea.( ' , 3, 0 JR. J . WARNINGS: GENERAL NOTES, unless otherwise noted. r/yp Truss: B1 Builder and erection contractor should be advised of all General Notes This design Is based only upon the parameters shown and is bran Individual a a and Warnings before construction commences. building component Applicability of design parameters and proper t 2 2x4 compression wpb bracing must be installed where shown+ nmrpotallon ofcomponent Is theresponalbllty of the bol ding designer. _ 3 Additional temporary bracing to Insure stability during construction 2 Design assumes the top end bottom chords to be laterally braced et a e the responsibility of the erector.Additional permanent bracing or 7 o c and at 10 o.c respectively unless braced throughout their length by 5139 ; DATE: 1/19/2017 the overall structure Is the responsibilitycontinuous sheathing such as acing required uired sheathing(TC)ere s and/or arywall(BC) GIST'1' of the building designer. 3 2x Impact bridging or lateral bracing requires where shaven++ [ �^" SEQ.: K2 7 7110 6 4 No load should be applied to any component until after all bracing and 4.Installation of trues is the responsibility of the respective contractor q fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used In a non-corrosive environment, TRANS ID: LINK design loess be applied to any mod dao and are for'dry condition of use ��NAL 5.CompuTrus has no control over and assumes no responsibility for the fi.Design assumes full bearing at all supports shown.Shim or wedge if fabrication.handling.shipment and installation of components. ne ssary. ce (� 6.This design Is furnished subject to the limitations set forth by 8.Designassumesbeelocted onoth face Is trusls,a. January 1^,217 8.Plates shall be located on both faces of truss,and placed so their center TPIM/TCA in BCS:,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Dlgbs Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10 For basic connector plate design values see ESR.f 311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 19'- 5.5" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 TC: 2x4 DF #15BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 94 2- 8=(-147) 798 3- 8=(-265) 237 SPACED 24.0" O.C. 2- 3=(-1063) 259 8- 6=(-164) 798 8- 4=(-101) 538 WE: 2x4 OF #1&BTR 3- 4=( -801) 220 8- 5=(-265) 237 WEBS: 2x4 DF STAND LOADING 4- 5=( -801) 220 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1063) 259 BC LATERAL SUPPORT <= 12"OC. LION. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 94 TOTAL LOAD= 42.0 PSF OVERHANGS: 18.0" 18.0" LL = 25 POE Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -163/ 988V -162/ 162H 5.50" 1.58 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 19'- 5.5" -163/ 988V 0/ OH 5.50" 1.58 DF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.023" @ 9'- 8.7" Allowed = 0.927" MAX TL CREEP DEFL = -0.054" @ 9'- 8.7" Allowed = 1.236" MAX LL DEFL = -0.011" @ 20'- 11.5" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ 20'- 11.5" Allowed = 0.200" 9-08-12 9-08-12 f ,r '1 MAX HORIZ. LL DEFL = 0.012" @ 19'- 0.0" 4-07-15 4-07-15 5-00-13 MAX HORIZ. TL DEFL = 0.019" @ 19'- 0.0" 5-00-13 f f f f Design conforms to main windforce-resisting 12 12 11M-4x9 system and components and cladding criteria. . 8.00 Q 800 Wind: 140 mph, h=21.8ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, 4.0" 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, �� Truss designed for wind loads in the plane of the tr u -.O Ft OAGIN �-,9 �0 M-1.5x3 5-1.5x3 �iC/ 89200PC "�, OREGON 4� IC p'4 '�` 14 `P --4 . ~m RRIO-O. 0 1 M-3x4 M-3x8 M-3x4 7 EXPIRES: 19/31/2017 y y l 9-08-12 9-08-12 1 l y 1-06 19-05-08 1-06 1,011kREZ AI. JOB NAME : LENNAR 2892-E MARQUAM ENGLISH - B3 ,,„ r G Scale: 0.2916 e i WARNINGS: Q GENERAL NOTES, unless Otherwise noted: r I ` 7 Builder and erection contractor should be advised of all General Notes 7.This design Is based only upon the parameters shown and sfor en individual 14.Y�ey ' Truss: B3 and Warnings before construction commencesbuilding component Applicability of design parameters and proper , incorporation f component is the responsibility of the building designer. 2 2x4 compression web bracing must be installed where shown+, 2.Design the top and bottom chords to be laterally braced at139$ 3.Additional temporary bracing to insure stability during construction 7 o d t 10 respectNely unless braced throughout their length by Is the responsibility of the erector.Addd onai permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall/13G). .e' I DATE: 1/19/2017 the overall structure Is the responsibility of the building designer. 3.Dc Impact b dgl g or lateral bracing required where shown o O a SEK2 7 7I I0 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SOA`_A�r' 4• fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosve environment "WM.'S S and are for•dry condition"of use. TRANS I D• LINK design loads be applied to any component. 8.Design assumes full beadng at all supports shown.Shim or wedge If 5.CompuTrus has no central over and assumes no responsibility for thenecessary. �y .1 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. January 19,L�17 8.This design Is furnished subject to the limitations sat forth by 8.Plates shall be located on both faces of truss,and placed so their center January , TPIM/TCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate see of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1 L)-E 10 For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS a TRUSS SPAN 19'- 5.5" IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 DF #1&BTR SPACED 24.0" O.C. 6 1- 2-( 0) 99 2- 8=(-1654) 2126 3- 8=(-558) 933 WEBS: 2x9 DF STAND 2- 3=(-1527) 638 8- 6=(-1654) 2126 8- 4=(-101) 538 LOADING 3- 4=(-1005) 253 8- 5=(-558) 933 TC LATERAL SUPPORT 4= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(-1005) 253 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=(-1527) 638 OVERHANGS: 18.0" 18.0" TOTAL LOAD = 42.0 PSF 6- 7=( O) 94 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 5.5" -306/ 1074V -2919/ 2919(3 5.50" 1.72 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 19'- 5.5" -306/ 10795, -2919/ 29191-1 5.50" 1.72 DF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. !COND. 2: Design checked for net(-5 4 (- psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TI=L/180 MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.034" @ 9'- 8.7" Allowed = 0.927" MAX TL CREEP DEFL = -0.054" @ 9'- 8.7" Allowed = 1.236" MAX LL DEFL = -0.011" @ 20'- 11.5" Allowed = 0.150" 9-08-12 9-08-12 MAX TL CREEP DEFL = -0.015" @ 20'- 11.5" Allowed = 0.200" 5-00-13 4-07-15 4-07-15 5-00-13 MAX HORIZ. TL DEFL = -0.092" @ 0'- 5.5" 12 8.00 I IM-4x4 12 OND. 3: 150.00 PLF SEISMIC LOAD. 8.00 Design conforms to main windforce-resisting 44.Orr system and components and cladding criteria. Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 Truss designed for }� in the plane o �iTa165�0°oE+t M-1.5x3 M-1.5x3 {.`G�N7' 4'/ .. 3 5 4s 89200P p ,ORERRIO- GON 0 1 M-3x5 = O M-3x8 M-3x5 7 0 EXPIRES: 12/31/2017 9-08-12 y 9-08-12 1 1 1-06 19-05-08 1-06 E JOB NAME : LENNAR 2892-E MARQUAM ENGLISH - B3DRAG4y itt4, ' Qiwas Scale: 0.2916 , �4'•r �` �m WARNINGS: "" 1.Builder and erection contractor should be advised of all General Notes GENERAL designNOMb, unlessy o the anse noted: Truss: B 3 DRAG buiaomponentlopplcabnmopesignpaamowrsandproranmdiidual 'a• and compress beforeconstructionbracing ingmu commences building component.Applicability of design parameters and proper 2.2x4 compress on web bracing must be installed where shown 4. incorporation of component is the responsibility of the building designer. 3 Additional temporary bracing to Insure stability during construction 2 Design assumes the lop and bottom chords to be laterally braced at misis / • s the reapoitsibll ty of the erector.Additional permanent bracing of Toi and atl0oc respectively unless braced throughout mer length by ..A G1']A y DATE: 1/19/2017 thaovarellstructureslhonesponalbllayofthebuildingdesigner coMinucuamgingogsumasplywoodmeathing(TC)andeordrywall(Bc). V` J1J3 y SEQ.: K2771108 4 No load should beappledm3.In25tmptonofrssthterelpndmgtyofthewheremecontractor. oto QA {A any component cry after all bracing and 4.Designa s of estr is the responsibilitytb int non-corrosive coeor Y�� [�3 l Ica 5' fasteners are complete and at no time ant. any bads greater than 5.Design assumes trusses are to be used a non corms ve environment, TRANS ID: LINK design loads be applied to any component and are for'dry condition"of use. �Q7TAT11 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports mown.Shim or wedge if fabrication,handling,shipment and installation of components. spry' e 6.This design is furnished subject to the limitations set forth by 7.Design assumes adequate drainage Is provided. - - 8.Plates snail be located on bolo faces of truss,and placed co their center January 19,2017 TPIANTCA in BIB:,copies of which will be furnished upon requestlines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,E5R-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC TRUSS SPAN 20'- 4.5" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 BC: 2x4 DF #1&BTR LOAD DUSPAIED I24R0ASE = 1.15 LUMBER SPECIFICATIONS 1- 2=( 0) 94 2- 8=(-176) 908 3- 8=( -275) 239 SPACED 29.0" O.C. 2- 3=(-1159) 267 8- 9=( -70) 572 8- 9=( -136) 490 BC: 2x4 DF STAND; 3- 4=)-1008) 324 9- 7=(-141) 747 4- 9=( -108) 360 WEBS: 2x4 DF STAND; LOADING 4- 5=( -913) 325 9- 5=( -186) 204 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 2x6 DF#2 A 5- 6=(-1009) 278 6- 7=(-1175) 265 6- 7=( -24) 90 TC LATERAL SUPPORT <= 12"OC. ION. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LETINS: 0-00-00 2-00-00 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -178/ 1038V -156/ 168H 5.50" 1.66 DF ( 625) OVERHANGS: 18.0" 0.0" LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 20'- 4.5" -104/ 855V 0/ OH 5.50" 1.37 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.049" @ 15'- 8.4" Allowed = 0.973" MAX TL CREEP DEFL = -0.118" @ 15'- 8.4" Allowed = 1.297" MAX HORIZ. LL DEAL = 0.011" @ 19'- 11.0" 10-06 9-10-08 MAX HORIZ. TL DEFL = 0.018" @ 19'- 11.0" A 5-04-09 5-01-07 5-01-07 3-00-06 1-08-11 Design conforms to main windforce-resisting f i' f 12 f f system and components and cladding criteria. 12 M-4x6Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 8.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 8.00 load duration factor=l.6, 4.0" 9 f7 Trusthe dplaned f e wtinrdusls oaodnsl y. J1\ ��,��� PRagtss . '.� : N�'INEF 'F0 4. M-1.5x3 M-1.5x3 QCfr 8920f1PC 41111001, % L77 lfl L 6M-3x4 OREGON Dt 4�� �FRi��- oI 1 M-3x4 B 0.25" M-3x4 M-3x8 EXPIRES: 1:2131/ 0 217 y ,0 7-01-10 y 6-08-12 y 6-06-02 y b y 1-06 20-04-08 NO-KRILL 8 4 off'lxik.ksii,,ftxh `w JOB NAME : LENNAR 2892-E MARQUAM ENGLISH - C3 Scale: 0.2765 �'` �0`� 4,"' • WARNINGS: GENERAL NOTES, unless otherwise noted. 1 1.This designIsbased onlytheparametersshownands for an individual 1.Builder and erection contractorshould co be commences. sed of all General Notes upon gn / Truss: C 3 and Warnings before cons ru an commences building component applicability of design parameters and proper /4", incorporation component is the m sibilty of the building designer. 2 244 cempresson web brewing t must rbee installed where shown+. 2.IDes Design assumes the top and bottom chords to be laterally braced at „�[v _ J 1'3(7• Al Additional temporary bracing ct insure stability rm ng construct on T nti and et 16 o c.respectively unless braced throughout their length) Q �p� [aY s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood Mealhing(TC)antllor drywall(BC). ll'��,�j�� �ie?1' DATE• 1/19/2017 the overall structures the responsibility of the building desgner. 3.9r Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : K2 7 7I I D 9 s bfasteners are complete and al no time should any loads greater than s.Design assumes trusses ar°'°be eeea m a non-carrerve ens ronmerrc, �` ONALI'" and are for"dry condition"of use TRANS ID: LINK design loads be applied to any component. 6.Design assumes rub bearing at all supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibi ty for thenecessary fabrication,handling,shipment and installation ofcomponents. 7.Design assumes adequate drainage is providedJanuary 19,2017 6.This design is fumished subject to the Ur-Mations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ,.TPI/WTCA in BCSI,copies of which will be fumished upon requestlines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-I 988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC e LUMBER SPECIFICATIONS 20-09-08 STUB HIP SETBACK 8-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #15BTA LOAD DURATION INCREASE = 1.15 (Non-Rep) BC: 2x6 DF SS 1- 2=( 0) 94 2- 9=(-581) 2249 3- 9=(-138) 212 WEBS: 2x9 DF STAND 2- 3=(-2853) 777 9-10=(-670) 2379 9- 9=( -14) 610 LOADING 3- 9=(-2719) 785 10- 8=(-538) 1999 9- 5=(-313) 257 LL = 25 PSF Ground Snow (Pg) 9- 5=(-2229) 692 5-10=(-956) 266 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 19.0)= 69.0 PLF 0'- 0.0" TO 8'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0" TO 13'- 0.0" V 6- 7=(-2625) 687 0-17=( -16) 270 TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 13'- 0.0" TO 20'- 9.5" V 7- 7=(-2675) 751 10- 7=(-104) 270 7- 8=(-2672) 759 BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 20'- 4.5" V NOTE: 2x9 BRACING AT 29"0C UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 466,7)+DL( 130.7)- 597.3 LBS @ 8'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC CONC LL( 966.7)+51( 130.7)= 597.3 LBS @ 13'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -483/ 2154V -112/ 123H 5.50" 3.45 DF ( 625) OVERHANGS: 18.0" 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 4.5" -955/ 2025V 0/ OH 5.50" 3.29 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing4 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.058" @ 8'- 0.0" Allowed = 0.973" MAX TL CREEP DEFL = -0.125" @ 8'- 0.0" Allowed = 1.297" MAX HORIZ. LL DEFL = 0.020" @ 19'- 11.0" MAX HORIZ. TL DEFL = 0.033" @ 19'- 11.0" Design conforms to main windforce-resisting 7-11-11 5-00-10 7-04-03 system and components and cladding criteria. 4-00-14 3-08-08 2-08-10 2-06-05 3-10-13 T Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, .� 3-05-06 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 6597"30# T '597.30# T f load duration factor=1.6, M-5x6 12 Truss designed for wind loads 8.00 M-5x6 in the plane of the truss only. q M-3x9 6 Q 8.00 CEO PROF pn pC M-1.Sx 3 I- M-1.5x3 L?7Q:! -(. �f vi M-5x6 p OREGON � 41 o Vit- RRIL\- 0 1� M-3x8 9 q 0.25" 10 '� o M-3x8 M-7x8(S) EXPIRES::_ 12L31/201 7 y y y 6 7-07-10 5-08-12 7-00-02 l b 1-06 20-04-08 y 440 - v VJAS 4- JOB NAME : LENNAR 2892-E MARQUAM ENGLISH - CH1 ' ,cw. �+ 4 1. . Scale: 0.2997 ;MAW�de,• 04. WARNINGS: GENERAL NOTES, unless otheovse noted. - -� Truss: CH1 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual D and V✓amings before construction commences building component Applicability of design parameters and proper - 2 2x4 compress on web bracing must be lnstallea where shown+ incorporation of component is the responsibdty or the building designer. � � 3.Additional temporary bracing tonsure stability during construction 2 Design assumes the tap and bottom chords to be laterally braced at s the responsibility of the erector.Additional permanent bracing or lengthrespectively throughout theirW MQ y 51'37$ ] DATE: 1/19/2017 19/2 017 me overall structure s me responsibility or the building designer. continuous sheathing such as plywood sheath ng(TC)and/or drywall(BC). 0 de `, 4.No load should be applied to an 3.to Impact of true or thteresponsibility e bracing required where shown t a +TS 1�4" S T E /19/2 0 K2771110Pp h y component of th but atter all bracing and 4.Zit Imlpact Origin s r the raepans b iffy airedf the where respective contractor. - fasteners are complete and at no time should any loads greater than 0 Design assumes trusses are to be used in a non corrosive env romment 47.01V T� TRANS ID: LINK design bads be applied to any component. end are far"dry condition.of Q. . s.Compurnis has no control over and assumes no responsibility for the E.neecegssaassumesfall bearing at all supports shown.Shim or wedge It fabrication,handling,shipment and Installation of components. necessary. I /� - 6.This design Is furnished subject to the limitations set forth by T.Design shallb assumes deduone drainage face is provided. January 1.7 20 l 7 B.Plates shell be located on both races or buss,and placed so their center TPIANTCA in BCSI,copies of which will be furnished upon requestlines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.8(7 L)-E 9.Digits Indicate size of plate In inches. 1o.For basic connector plate design values see ESR-1311,ESR-1980(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 4.5" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #15BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 94 2-11=(-306) 893 3-11=(-163) 143 SPACED 24.0" 0.C. 2- 3=(-1168) 437 11-12=(-241) 801 11- 4=( -91) 307 BC: 2x6 IF SS 3- 4=( -979) 410 12-10=(-272) 768 11- 6=(-114) 135 WEBS: 2x9 DF STAND LOADING 4- 5=( 0) 0 6-12=(-168) 137 TC LATERAL SUPPORT <= 12"OC. TON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=( -757) 377 8-12=(-109) 285 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 8=( -725) 363 12- 9=( -90) 118 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 8- 9=( -939) 403 NOTE: 2x4 BRACING AT 24"00 UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-1079) 425 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -232/ 1038V -113/ 129H 5.50" 1.66 DF ( 62 ) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 20'-II4.5" -174/ 855V 0/ OH 5.50" 1.37 DF ( 625) FOND 7. resign rharkad fnr not(-5 psf) uplift at 24 "or sparing' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 0--i f MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" 0-0 �5 MAX LL DEFL = 0.022" @ 8'- 0.0" Allowed = 0.973" MAX TL CREEP DEFL = -0.046" @ 10'- 6.0" Allowed = 1.297" 9-11-11 1-00-10 9-04-03 T f f T MAX HORIZ. LL DEFL = 0.008" @ 19'- 11.0" 4-00-14 3-08-08 2-02-05 2-02-05 3-08-08 3-05-06 MAX HORIZ. TL DEFL = 0.012" @ 19'- 11.0" T Design conforms to main windforce-resisting system and components and cladding criteria. 8-00l 7-04-08 5 7 1' Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Encl. •.B, MWFRS(Dir), Q 8.00 load durationfa % • .Qt.F 8.00 Truss desig r(, ••• 4,r M-4x6 M-4x6 in the plan �.i GAM._ �n rpe�,,,�` :4_• 17111y4' ..4;'' V/142. � Ir ha 11 '0 t, x3Ijjih15X33XS 0.25" M-3x8 EXPIRES:. 1 L3112017 -3x4 o M-7x8(S) y y y y 7-07-10 5-08-12 7-00-02 - b 1 l 1-06 20-04-08 4 S WA ` ?, - AV i JOB NAME : LENNAR 2892-E MARQUAM ENGLISH - CH2 Scale: 0.2805 --• j� WARNINGS: GENERAL NOTES, unless otherwise noted 1.Builder and erection contractor should be advised of all General Notes 1.This design H based only upon the parameters shown and is for an individual /6T Truss: CH2 and Wamngs before construction commences. building component Applicability of design parameters and proper r,. 2 2x4 compression web bracing must be Installed where shown+. incorporation of component s the responsibility of the building deagner. ^ J T 2.Desesign assumes the top and bottom chords to be laterally braced at V .. :GISTF1` 3 Additional temporary bracing to Insure stability during construction 7o.c and at l0 o.c respectvety unless braced throughout ther length by s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) 111. '1( DATE: 1/19/2017 the overall structures the respans b hly of the building designer. 3.2t Impact bridging or lateral bracing required where shown++ 0N SEK277III1 4 No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 4• fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used in a non corrosive environment. designbads be applied to anycomponent. and are far"dry condition"of use. TRANS ID• LINK pp B.Design assumes full bearing at all supports shown.Shim or wedge if January 19,2017 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6 This design is furnished subject to the limitations set forth by B.Plates shell be located on both faces of truss.and placed so their center TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate stye of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(IL)-E 10.For basic connector plate design values see ESR-1311,ESR-1908(MITek) This design prepared from computer input by PACIFIC LUMBER: Larry M i LUMBER SPECIFICATIONS TRUSS SPAN ES 0.0" IBC 2015 MAX MEMBER FORCES 2-4=GDF/Cq=1.00 TC: 2x4 OF BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 DF #1&BTR SPACED 24.0" O.C. 1-2=( 0) 99 2-9=(0) 0 TC 2-3=(-64) 72 LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)-FDL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 18.0" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -96/ 3981( -16/ 73H 5.50" 0.69 DF ( 625) 1'- 10.9" -110/ 191V 0/ OH 1.50" 0.23 DF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 69V 0/ OH 5.50" 0.10 OF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. !COND. 2: Design checked for net(-5(- psf) uplift at 24 ••oc spacing] BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150'• MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.005" @ 1'- 0.8" Allowed = 0.119" MAX TC PANEL TL DEFL = -0.008" @ 1'- 1.5" Allowed = 0.171" MAX BC PANEL LL DEFL = 0.022" @ 3'- 6.6" Allowed = 0.354" MAX BC PANEL TL DEFL = -0.102" @ 4'- 4.8" Allowed = 0.472" 1-11-11 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9•• MAX HORIZ. TL DEFL = 0.000'• @ 1'- 10.9" 12Design sign and forms to main windforce-resisting 8.00components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 3 in the plane of the truss only. -/ pp Qp Of ? .C3 G'N E, GCl76>0 cr 892QOf E 44, 9� O /- I 0 M-3x9 1 p OREGON tBlIyr14,2-` . 4,, MERRIL\.'3\>s y l 1-06 !PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 y EXPIRES: 1 2131/201 7 .& JOB NAME : LENNAR 2892-E MARQUAM ENGLISH - CJ1WA ��v.J� .A lb Scale: 0.6369 ��k�f Q �. WARNINGS: GENERAL NOTES, unless otherwise noted: ( .. Truss: CJ11.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual and Warnings before construction commences. building component.Applicability of design parameters and proper c`g t' 2 2x4 compression web bracing must be nstalietl where shown* inso porat on of component is the responsibility of the building designer. y r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at /'I i/ �y isthe responsibility of the erector.Additional permanent bracing of 7 oc and still!o.c respectively unless braced throughout their length by .aA L 1�A• �y DATE: 1/18/2017 the overall structure tithe responsibility of the building designer. continuous sheathing such as plywood sheath ng(Tc)and/or drywen(BC) 'I" J}1�r.a.7�e „d� 4.No load should beapplied to 3 In2Impact of truss or tlhterelposngity of the where she rotar. GSs31 sap �[a, SEQ. : K277111zanycomponent until after all 4 Installationof trussisthe re to be oftheon-corrsi contactor. S )P T fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used n a non corrosive environmenty� TRANS ID: LINK design tootle be applied to any component. and are for Airy condition'Ouse S�rQ /1i. � 5.OsepuTrus has no control over and assumes no responsibility for the 8 D - nesign assumes full bearing at all suppods shown.Shim or wedge d L fabrication,handling,shipment and Installation of components. Design as. -. - 8.This tlesign is famished sublet to the limitations set forth by 7.Design assumes adequate drainage is provided. - - - 8.Plates shall be boated on tercesofiruss,antlplacedmtheircenter January 19,2017 TPIN✓rCA In KV,copies of which will be furnished upon request. lines coincide with Joint center lines. 9Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E . 10 For basic connector plate design values see ESR-1311,EBR-1988(MiTek) This FIC designLUMBER:preparedLarry from computer input by PACIM TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 LUMBER 4PEFI#ICATIONS 1-2=( 0) 94 2-4=(0) 0 TC: 2x4 DF #1813T19LOAD DURATION INCREASE = 1.15 2-3=(-83) 79 SPACED 24.0" O.C. BC: 2x9 DF #181375 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA DL ON BOTTOM CHORD = 10.0 PIP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 92.0 PSF 0'- 0.0" -51/ 437V -30/ 110H 5.50" 0.70 DF ( 625) OVERHANGS: 18.0" 0.0" 3'- 10.9" -139/ 150V 0/ OH 1.50" 0.29 DF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 71V 0/ OH 5.50" 0.11 IF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinq.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.178" MAX BC PANEL LL DEFL = 0.024" @ 3'- 6.6" Allowed = 0.354" MAX TC PANEL TL DEFL = -0.037" @ 2'- 5.3" Allowed = 0.413" MAX BC PANEL TL DEFT, = -0.152" @ 4'- 4.8" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 3-11-11 MAX HORIZ. TL DEFL = 0.000" @ 3'- 10.9" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 8.00 3 Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 0 Truss designed for wind loads in the plane of the truss ponnlly. o o �c,��j1JGINE � 6'/ � M 89200PE E.• r" r , a 7 2►o OREGON �� 04-3x4 y Y 14 2-‘: -.--4- e,-4 J, EXPIRES,:. 12/310017y 1-06 * !PROVIDE FULL BEARING;Jts:2,3,9 ! 8-00 lint. • 44) O WAS JOB NAME : LENNAR 2892-E MARQUAM ENGLISH - CJ2 ig$10 rwScale: 0.5869 %..••• •E;", ,0 WARNINGS: GENERAL NOTES, unless otherwise noted'. , `-.d . 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown ands for an Indvidual .lk Truss: CJ2 and Warnings before construction commencesbuilding componentApplicability of design parameters and proper /cI r incorporation of component is the responsibil ly of the building designer. 2 244 compression web bracing must be Metalled where shown+. 2 Design assumes the top and bottom chords to be laterally braced at e 13(�a tr 3 Additional temporary bracing to Insure stability during construction 7 o c and at 10i o.c respectively unless braced throughout their length by n "W stheresponsbllkyoftheerectorAdditionalpermanenlbracngof continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). `% '0? , DATE' 1/19/2017 the overall structure is the responsibility of the building designer. 3.It Impact br dg ng of lateral bracing required where shown++ 4.No load should be applied to any component until after all bracng and 4.Installal'on of truss Is the responsibility of the respective contractor. Ai `l��C , SEQ. K2 7 7I1I3 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, Ls and are for"dry condition"of use. TRANS I D• LINK design loads be applied to any component. 8.Design assumes full bearing at all supports shown Shim or wedge if 5 CompuTrus has no control over and assumes no responsibility for thenecessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided January 9,2��7 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center '7 TPIANrCA in SCSI.copies of which will be furnished upon request. lines coincide with joint canter lines. 9.Digits Indicate she of plate in Inches. MiTek USA,lno./CompuTrus Software 7.6.8(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-7988(MiTek) 1 This design prepared from computer input by PACIFIC LUMBER: Larry M r LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" TC: 2x4 DF #1&BTR IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 BC: 2x4 DF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 94 2-9=0) 0 SPACED 24.0" O.C. 2-3=(-120) 94 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -46/ 495V -44/ 147H 5.50" 0.79 DF ( 625) 5'- 10.9" -124/ 180V 0/ OH 1.50" 0.29 DF ( 625) LL - 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 83V 0/ OH 5.50" 0.13 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ] BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/245, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" MAX TC PANEL LL DEFL = 0.120" @ 3'- 2.1" Allowed = 0.436" 5-11-11 MAX BC PANEL TL DEFL = -0.182" @ 4'- 1.4" Allowed = 0.472" f f 3 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 8.00 (w Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. co Q 89200PE 9r o .- o /7 o ►'M-3x4 ='4 OREGON 4� RR;I0-gP y 1, y EXPIRES: 12/31/2U17 1-06 (PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 JOB NAME : LENNAR 2892-E MARQUAM ENGLISH - CJ3 Scale: 0.5369 (,7, VJO . WARNINGS: GENERAL NOTES, unless otherwise noted: '%'f �p7 TrussCJ3 1.Builder and erection contractor should be advised of all General Notes t.This design is based only upon the parameters shown and is for an individual - and Wam ngs before construction commences building component.Applicability of design parameters and proper 2 2x4 compression web bracing must be installed where shown 0. Inmrporet an of component s the responsibility of the building tleagner. �i 2.Design assumes the top and bottom chords to be laterally braced at 44 3 / .Additional temporary bracing to insure stability during construction513 Is the responsibility of the erector.Additional permanent bracing of 7 o c.and at 10 o.c respectively unless braced throughout then length by fe; DATE: 1/19/2017 the overall structure IS the resdonstbioy of the building designer continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) 'Y 4.No load should be applied to an 3 2x Impact bridging or lateral bracing required where shown++ © GISTEs SEQ.: K2771114y component until after all bracing and 4 Installation of trusts the responsibility of the respective contractor. AR �a fasteners are complete and at no time should any mads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �Q A�r TRANS ID: LINK design loads beapplied to any component. and aremr'drymmlon cruseu 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of componentsnecessary. - 6 This designsfurnshedsubjecttothelmitatonssetforthby 7.Design ssassumes cedon drainageeis tprodded. January 19,2 17 8.Plates shall be located on both faces of buss,and placed so their center TPINVTCA in HIS:,copies of which will be furnished upon requestOnes coincide with joint center lines. S.Digits Indicate sae of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 94 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-160) 122 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -46/ 550V -57/ 1845 5.50" 0.88 DF ( 625) 7'- 9.2" 0/ 158V 0/ OH 5.50" 0.25 DF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -100/ 217V 0/ OH 1.50" 0.35 DF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinq. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" 7-11-11 ` MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" fMAX TC PANEL LL DEFL = 0.381" @ 4'- 9.0" Allowed = 0.596" 3 '" MAX TC PANEL TL DEFL = -0.432" @ 4'- 6.0" Allowed = 0.894" MAX HORIZ. LL DEFL = -0.002" @ 7'- 10.9" '' MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 8.00 V Wind: 140 mph, h=15ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.P, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 co o c°1!):PN ? S�Q 8920OPE f pOREGON ��� M-3x4 v 1 EXPIRES:_ 12/31/20.7 1-06 (PROVIDE FULL BEARING;Jts:2,4,3 I 8-00 BRILL,8 Qv WAS `t, JOB NAME : LENNAR 2892-E MARQUAM ENGLISH - CJ4 Sale, 0.5011 .-4I .5D11 ,, iC • WARNINGS: GENERAL NOTES, unless othelw'se roted. 1 5 4 ' Y 1 Builder and erection contractor should be advised of all General Notes 1.This design isbased only upon Na parameters shown and istar anindividual ...� Truss: CJ4 and Warnings before canstrocfon commences building component.Applicability of design parameters and proper , 2 2x4 compression web bracing must be Installed where shown.. corporet on ofcomponenI is the responsibility of the building designer. [�y„ 3 Additional temporary bracing to insure stability during construction 2.Design at t.s ctce top and bottom chords to be roughly braced at 'iij 4,2„5139: s the responsibility of erector.Additional t bracing f 7 oc and at 10 o c respectively unless braced throughout tha r length by pons ityo permanen go continuous sheathing such as plywood sheathing(TC)andlor drywall(BC) 41 GISraill' DATE: 1/19/2017 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+e � SE : K2771115 4 No load should be applied to any component until after all bracing and 4.Installation of truss s the responsibility of the respective contractor. 49, }AN A Lr 4• fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ZONAL A T' designloads be applied to anycomponent. and are for•dry condition"of use. TRANS ID: LINK pPand6.Design assumes full bearing at all supports shown.Shim or wedge if • 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7 Design assumes adequate drainage is provided. January]/ 1912017 6.This design is famished subject to the limitations set forth by 8.PAres shall be located on both laces of truss,and placed so their center ' , TPIIWTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in inches. MiTek USA,Ino.ICompuTrus Software 7.6.8(1L)-E t0.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) I This design prepared from computer input by PACIFIC LUMBER: Larry M • LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" TC: 2x9 DF #15BTR IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cg=1.00 BC: 2x9 DF#1sBTA LOAD DURATION INCREASE = 1.15 SPACED 29.0" O.C. 1-2=( 0) 99 2-5=(0) 0 2-3=(-217) 202 3-9=(-123) 97 TC LATERAL SUPPORT <= 12"01. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 515V -71/ 221H 5.50" 0.82 DF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 152V 0/ OH 5.50" 0.29 DF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.2" -213/ 988V 0/ OH 1.50" 0.63 DF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 9'- 11.7" -92/ 28V 0/ OH 1.50" 0.05 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 9 - ICOND. 2: Design checked for net(-5 psf) uplift at 24 "cis spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 '' MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.275" @ 3'- 10.7" Allowed = 0.598" MAX TC PANEL TL DEFL - -0.240" @ 3'- 11.0" Allowed = 0.897" 3 MAX HORIZ. LL DEFL = -0.003" @ 7'- 11.2" 12 , MAX HORIZ. TL DEFL = -0.003" @ 7'- 11.2" 8.00 A Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads oo in the plane of the truss only. 0 or - PROF�ss \cc GINE �0 `� 89200PE 44.4 yr li FiiirillEmmimmimmimimmommimEn OREGONlV� o ....- 1 / 5�� M-3 x 9 .'��...""� "' 14, P , 1 MERR;I L\- EXPI RES: 12/31/2017 ), 1 1-06 8-00 y y 1-11-11 'PROVIDE FULL BEARING;Jts:2,5,3,9 I • ae { $ _4 WAS441-1-;), }- JOB NAME : LENNAR 2892-E MARQUAM ENGLISH - CJ5q/�� 0� c Scale: 0.9654 ` [�7 e��. r Q- WARNINGS: GENERAL NOTES, unless otherwise noted: IAV `'.(,✓ - -. Truss CJS 1.Builder and erection contractor should be advised of all General Notes i.This design B based only upon the parameters shown and is for en Individual a and Warnings before construction commences building component Applicability ofdee gn parameters and proper 2204 compression web bracing must be Installed where shown«. incorporation of component s the responsibility of the building designer. 3.Additional temporary bracing to insure stabil dudn 2.Design assumes the top and bottom chords to be laterally braced at / r stability 9construdun roc and at10'ocres respectively 5139' ,'` ` s the responsibility of the erector.Additional permanent bracing of continuous sheath pec b unless braced throughout their length by DATE: 1/19/2017 the overall structure s the responsibility of the building tlewgner ng such as plywood shealhmg(TC)and/or tlrywall(BC) 0 SE K2771116 4 No load should be applied to any cora 3 2xImpactbridging or thterelpo swaygfth whpreshown*e R Q. component until after all bracing and 4 Design of truss s es responsibility of the non-corrosive contractor. 'STs" fasteners ds be applied and at no time should any loads greater than S.Des gn assumes trusses are to be used in a non tunas ve env ronment C` TRANS ID: LINK design mads be appnedm any component. and are for condition""fuses©NAj-isl' 5.CompuTrus hes no conhol over and assumes no responsibllty(or the 8 Des gn assumes lull bearing at all supports shown.Sh m or wedge If fabrication,handling,shipment and installation orcomponents. ne scary. (� 6.This design is furnished subject to the limitations set forth by 7 Design assumes adequate drainage e is truss,an d. January 1.7,2017 e.plates shall be located both(aces of truss,and placed so their center TPIM?CA in BCS!,copies of which will be famished upon request. lines coincide wgh joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E to.For basic connector plate design values see ESR-1311,ES12-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 94 2-4=(0) 0 SPACED 24.0" O.C. 2-3=(-78) 26 BC: 2x9 DF #1&BTR TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 P5£ BEARING MAX VERT MAX HORZ BRG REQUIRED SRO AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -111/ 429V -16/ 73H 5.50" 0.69 DF ( 625) 1'- 9.2" -73/ 43V 0/ OH 5.50" 0.07 DF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -19/ 42V 0/ OH 1.50" 0.07 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.054" 1-11-11 MAX TC PANEL TL DEFL = 0.003" @ 1'- 0.0" Allowed = 0.171" Ti MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HOSED. TL DEFL = -0.000" @ 1'- 10.9" 12 4 Design conforms to main windforce-resisting 8.00 system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-4.6, 3 Truss designed for wind loads in the plane of the truss only. pr f c�J ;.4=GIN�,C'892 QP 9ff /".... 4 0 M-3x4 OREGON <� /B }''14P. :P4. MRcR ;11.\ y y 1-06 2-00 EXPIRE& 12/31/2017 'PROVIDE FULL BEARING;Jts:2,4,3 4, ov WAS , JOB NAME : LENNAR 2892-E MARQUAM ENGLISH - CSJ1 AQ Scale: 0.7114 ` e�ll4x. WARNINGS: GENERAL NOTES, unless otherwise noted: ' i and Is for an individual 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown a �� Truss: CSJ1 and Warnings before construction commences building component Applicability otdesign parameters and proper q p gurus incorporation ofcomponents the responsibility of the building designer. Y 2 2x4 compression on web bracing t be where shown+. 2.Design assumes the top end bottom chords to be laterally braced at 5139 �v 3. eel Additional temporary bating to insure stability during construction 2oc and atieac respectively unless braced throughout their length by t� �•.. s the responsibility of the erector.Additional permanent bracing of 20 continuous sheathing such as plywood sheathing(TC)and/or tlrywall(BC) Cdlie. ^` GIae a DATE• 1/19/2017 the overell structure N the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ !`"""}}} • SE K2771118 4.No load should be applied to any component until after all bracing and 4.Installation of truss ens responsibility of the respective contactor. • A9Si � Q• fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used n a non-corrosNe environment, fl design loads be 'led to an component. and are for"dry condition.of use. TRANS ID• LINK gn pp any e.Design assumes full bearing at all supports shown.Shim or wedge Ifil S.CompuTas has no control over and assumes no responsibility for thenecessary. fabrication,handling,shipment and installation of components. 7 Design assumes adequate drainage Is provided. lib/ .I 192 .1 17 6.This design is furnished subject to the limitations set forth by 8.Pates shall be located on both faces of truss,and placed so their center January r J TPINJTCA in SCSI,copies of which will be furnished upon requestlines coincide with joint center lines. 8.Digits indicate sae of plate In Inches. MiTek USA,Inc./CompuTNs Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) • This design prepared from computer input by PACIFIC LUMBER: Larry M • LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" TC: 2x4 DF #16BTR IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 BC: 2x4 DF #1bBTR LOAD DURATION INCREASE = 1.15 SPACED 24.0" O.C. 1-2=(-34) 31 1-3=(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD= 10.0 PSF -13/ 98V -11/ 30H 5.50" 0.16 DF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" 0/ 23V 0/ OH 5.50" 0.04 DF ( 625) 1'- 11.7" -28/ 46V 0/ OH 1.50" 0.07 DF ( 625) LL = 25 PSF Ground Snow (Pg) 1-11-11 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) ,r fAEQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = 0.002" @ 1'- 2.9" Allowed = 0.114" 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = -0.001" @ 1'- 2.2" Allowed = 0.172" 0.00 177 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 2 -/ 11 mi 0 co 1-� 3�� `t 89200.E f M-3x4 ,.OREGON lS 41yy 144,' - MERRI1 > 2-00 y EXPIRES:-. 1 2/31 001 7 'PROVIDE FULL BEARING;Jts:1,3,2 Y" , • .a.0 F WI.;... ' JOB NAME : LENNAR 2892-E MARQUAM ENGLISH - CSJ1X /'" fes% 0 . Scale: 0.7913 WARNINGS: GENERAL NOTES, unless otherwise noted: ` �ri, Truss: CSJ1X 1.Builder and erection contractor should be advised of all General Notes 1.This design is based onlyupon the parameters shown and Is for an indvdual and Warnings before construction commences building component Applicability of design parameters and proper 2 2x4 compression web bracing must be installed where shown+ n05 poral on of component is the responsibility of the building tlasgner. p'� 3 Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced atAit /'a� Is the responsibility of the erector Insure Additional permanent bracing of 7 o.c and et 10 o.c respectively unless braced throughout their length by ` , 5139' ' ` DATE: 1/19/2017 the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) © Tr4b r +�e�i"1 4 No load should beapplied to an 3 In Impact of truss is lattherelbras ng required where shown++ #51 A� ' SLE. : K2771119eay componend unt l after a 11 bracngand 4 Dstallationofestruses re to beusdi the respective e-tomos contractor . ta]�lfa fasteners are complete and at Iw time should any loads greater than 5 Dealgn assumes trusses are to be usetl n a non corms ve environment, ( TRANS ID: LINK design loads be app)etl to any component. and are for dry condition.'of Scu . Q 'A j 5.CsmpuTrus has no control over and assumes no responsibility for the fi.necessary.eg assumes full bearing at all supports shown.Shim or wedge if A fabrication,handling,shipment and installation of components. 6.This design Is furnished subject to the limitations set forth by 7.Design assumes adequate drainage Is provided. - - e.Plates shall balocated onboth faces oftruss,and placed sotheir center January 19,2017 TPIAVICA In BCS',copies of which will be furnished upon requestlines coincide with joint center lines. 9.Digits indicate see of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 70.For basic connector plate design values sea ESR-1311,EBR-1980(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M TRUSS SPAN 3'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 LUMBER 4PEFIFICATIONS TO: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 94 2-4=(0) 0 SPACED 24.0" O.C. 2-3=(-89) 54 BC: 2x9 DF #1&BTA TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -92/ 441V -30/ 110H 5.50" 0.71 DF ( 625) OVERHANGS: 18.0" 0.0" 1'- 9.2" -54/ 62V 0/ OH 5.50" 0.10 OF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -45/ 94V 0/ OH 1.50" 0.15 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 8.00 BOTTOM CHORD CHECKED FOR 1SPSF LIVE LOAD. TOP MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 3 MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.003" @ 1'- 2.0" Allowed = 0.275" MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.072" /' MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.R, MWFRS(Dir), o load duration factor-1.6, I Truss designed for wind loads o in the plane of the truss only. rin o -,'c��``AGI N4�. "27 o 2 4 ILIAIAMMII-� �� 89200PE �r M-3x4 OREGON CC,r '3? Y 4 S .P4. MERRtl. y y 1 ), EXPIRES: 12/31/2017 1-06 2-00 1-11-11 (PROVIDE FULL BEARING;Jts:2,4,3 I .011.RILL 4 01 JOB NAME : LENNAR 2892-E MARQUAM ENGLISH - CSJ2 %i GQc Scale: 0.7981 , eP � GENERAL NOTES, unless otherwise noted: / WARNINGS: ^ 1. contractorBuilder and erection should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual ` ' Truss: CSJ2 and Wamingsbefore construction commences balding component.Applicability ofdesign parametersand proper i� r incorporation of components the responsibll ty of the building idesigner. ly 2 2x4 compress on web bracing must be installed where shown+. 2 Design assumes the tap and bottom chords to be laterally braced at M! 31398 -W riaftil 3 Additional temporary bracing to insure stability during construction 2..c and at 17 o c respectively unless braced throughout their length by o Is the respons bldg of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TG)and/or drywall(8C). © Ab DATE• 1/19/2017 the overall structure s the responsibility of the building designer 3.2x Impact bridging or lateral bracing required where shown++ �' SEQ.: K2771120 4.No load should be app/ed to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. S3'1 AL- fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used n a non-cerrome environment, ll A designloads be applied to anycomponent and are for•ay lull be n of use. TRANS ID: LINK pPrand . g Design assumes full beadng at all supports shown shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for thenecessaryr� fabrication,handling shipment and nstallation of components. 7.Design assumes adequatedrenage is provided January 1 JIZO.1 17 6.This design is furnished subject to the limitations set forth by 8.Plates shalt be located on both faces of truss.and placed so their center 'J ,„TPIRNTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E t9.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC e LUMBER SPECIFICATIONS TRUSS SPAN 3'- 9.2" TC: 2x4 DF #1&BTR IBC 2015 MAX MEMBER FORCES 9WR/GDFD00 LOAD DURATION INCREASE = 1.15 1-2=(-16) 35 1-9=(0) 0 1-2=(-8(-B8)) 99 BC: 2x4 DF #1&HTR SPACED 29.0" O.C.WEBS: 2x6 DF #2 2-3=(-75) 56 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES ) TOTAL LOAD= 92.0 PSF 0'- 0.0" -91/ 13BV -23/ 615 5.50" 0.22 DF ( 625) LETINS: 1-09-08 1-04-08 1'- 1.7" 0/ 11V 0/ OH 5.50" 0.02 DF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 4.2" -62/ 95V 0/ OH 1.50" 0.15 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.000" @ 0'- 5.5" Allowed 0.023" 3-09-03 MAX BC PANEL TL DEFL = -0.000" @ 0'- 9.6" Allowed = 0.030" T I MAX BORIZ. LL DEFL = -0.025" @ 3'- 3.4" 12 MAX HORIZ. TL DEFL = -0.023" @ 3'- 3.4" 8.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. gi M-3x4 0 2 I M <� E© PR�FFss 1� �• ,44 `� 89200PE -7 PE I 11111 o /- 1�3M 4�E -3x8 Q -Q OREGON 41 "� 4-P"'14 2-q' -' -. RRL�;16P y 1-04-08 y 1-11-11 y EXP I[74�3, 111/ 017 !PROVIDE FULL BEARING;Jts:1,4,3 ' sae JOB NAME : LENNAR 2892-E MARQUAM ENGLISH - CSJ2X ,3,, ' Scale: 0.5984 ie. �r�;l' Q WARNINGS, GENERAL NOTES, unless otherwise noted: `l I ' Truss CSJ2X 1.Builder and erection contactor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual a and Warnings before construction commences building component.Applicability of design parameters and proper - 2 2z4 compression web bracing must be Installed where shown.. incorporation ofcomponent s the responsibility of the building designer. ` � 2.Design assumes the top and bottom chords to be laterallybraced et yd / 3.Additional temporary bracing to insure stability during construction 5��9:s the responsibility of the erector.Additional permanent bracing of 7 o c and at 10'o c respectively unless braced throughout their length by DATE: 1/19/2017 the overall structure s the responsibility 1 the building tles continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) ,[�., �O"s itY° g g^ef 3.2a Impact bridging or lateral bracing required where shown+• ©, -GrSTgR 'Y SEQ.: K2 7 7 1121 4.No load should be applied to any component until after all bracing and 4 Installation of truss Is the responsibility of the respective contractor. �. `�1 fasteners are complete and at no time should any loads greater than 5.Designe used Ina non corros ve environment p �f� kT TRANS ID: LINK design loads be applied to any component. and are for"dry condition.of ONA7 ^. 5.CompuTas has no control over and assumes no responsibility for the 6.Design assumes full beadng at all supports shown.Shim or wedge if • fabrication,handling.shipment and installation of components. 7 scary' - 6.This design is furnished subject to the limitations set forth by 0.Plates asst mea adequate drainage k providedusJanuary 19,2017 e,Plates shall be located on both faces of truce,and placed so their center TPIMTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 9.Digits Indicate she of plats In inches. 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 94 2-4=(0) 0 BC: 2x4 DF#1&BTR SPACED 24.0" O.C. 2-3=(-128) 79 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -60/ 431V -44/ 147H 5.50" 0.69 DF ( 625) -47/ 154V 0/ OH 5.50" 0.25 DF ( 625) LL = 25 PIF Ground Snow (Pg) 5'- 11.7" -73/ 143V 0/ OH 1.50" 0.23 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 3 MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" MAX BC PANEL LL DEFL = 0.004" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.005" @ 1'- 0.1" Allowed = 0.072" 12 8.00 0 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. ch ivy '0iN) S R)Ft ,s..a ```` GINEe %. 89200PE i" i / �� 4► -, M-3x4OREGON �4� O � L.141}''' 14 `. � Pte:. R Ra I, l y ), ), EXPIRES 1 2131 1201 7 1-06 2-00 3-11-11 'PROVIDE FULL BEARING;Jts:2,4,3 .a,RRTI q' 4 I Vt1A3 7' lor JOB NAME : LENNAR 2892-E MARQUAM ENGLISH - CSJ3 rte' � 0 ' A Scale: 0.6146 y � WARNINGS: GENERAL NOTES, unless otherwise noted ` I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual f�/ /'- Truss: CSJ3 and Warnings before construction commences binding component Applicability of design parameters and proper ,y� 2.2x4 compression web bracing must be nstalled where shown 5. incoryorotlon of component�s the responsibility of the budding desgner. 3 Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 1'](1 O Is the responsibility f the erector.Additional permanent of Toc and at loon respectively a ply nod sbroceng(TC)nd/hout rherlenglh by J70 pq�.r pons y o permanen continuous sheathing such as acing re sheathing re shown 4 tlrywall(BC). 4briSTer3 " DATE' 1/19/2017 theoverall structure is the responsibility of the building designer. 3.2x Impactbrldg ng or lateral bracing required where shown+♦ SEQ.: K2771122 4 No load should be applied tc any component until alter all bracing and 4.Installation of truss s the respons b lily of the respective contractor. } . fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environmelR `- NAL design loads be applied to any component. and are for"dry condition"of use. TRANS ID• LINK 6.Design assumes full bearing al all supports shown.Shim or wedge If 5.CompuTrus has no control over and assumes no responslbllrty for the necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. January 19,ZO17 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both facies of truss,and placed so their center . TPIANTCA in SCSI,copies of which will be fumished upon request. fines coincide with joint center lines.9.Digits Indicate stye of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(0L)-E 10.For basic connector plate deign values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 3'- 4.2" TC: 2x4 DF #15BTR IBC 2015 MAX MEMBER FORCES 4WA/GDF/Cq=1.00 LOAD DURATION INCREASE = 1.15 1-2=( 21E6)) 35 1-5=(0) 0 1-2=(-292) 98 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. WEBS: 2x6 DF #22-3=(-210) 94 LOADING 3-4=(-126) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LETINS: 1-04-08 1-09-OB TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -41/ 138V -29/ 118H 5.50" 0.22 DF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 1.7" 0/ 11V 0/ OH 5.50" 0.02 DF ( 625) OVERHANGS: 0.0" 24.0" 3'- 4.2" -221/ 403V 0/ OH 1.50" 0.52 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "or spacing.' BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-09-03 MAX LL DEFL = 0.000" @ 0'- 5.5" Allowed = 0.023" MAX LL DEFL = -0.039" @ 5'- 4.2" Allowed = 0.200" MAX TL CREEP DEFL = -0.050" @ 5'- 4.2" Allowed = 0.267" 12 MAX BC PANEL TL DEFL = -0.000" @ 0'- 9.6" Allowed = 0.030" 8.00 17, 4 MAX HORIZ. LL DEFL = -0.025" @ 3'- 3.4" MAX HOAIZ. TL DEFL = -0.025" @ 3'- 3.4" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, /1 Truss designed for wind loads in the plane of the truss only. 0 o pp M-5x6 <<-.c�� PROF. c �\ � �GINE,� cS'j0� 892OOPE 9� 111lI� IIII 0 1► 5►� 0 tr M axe -p4. ,OREGON tx rt`Y, .;'.l~ 14,VIN 4aeR R;1 L\ • `Z)‘% y y EXPIRES: 12/31/2017 1-04-08 3-11-11 'PROVIDE FULL BEARING;Jts:1,5,3 I �A }" L h .,,,.19- VAs i7 JOB NAME : LENNAR 2892-E MARQUAM ENGLISH - CSJ3X @@@YJJJ,����.���-° --tt, Scale: 0.5444 - �• �5,./�. . %. `/ � at WARNINGS: GENERAL NOTES, unless otherwise noted: - i 1.Builder and erection contactor should be advised of all General Notes 1.This design is based onlyu the `r Truss: CS J3Xpoll parameters shaven and is open individual and Wamings before construction commences building component.Applicability of design parameters and proper - 2 2x4 compression web bracing must be Installed where shown 4. incorporation of component Is Na reaponsibllty or the building designer. 3.Additional temporary bracing to insure stability Bunn 2 Design assumes the top and bottom chords to be lateral)braced at yd / gp gcobracinan y 5139' cq`` s the responsibility of the erector.Additional permanent bracing ofcontinuou2 o c and at 1 O o c.respectively unless braced throughout their length by DATE: 1/19/2017 the overall structures the responsibility ofthe buIdngdesigner 2xImpat shginghgsterch asacingreuiredwrerecon/ordrywall(BC) C+I T R 3 2x Impact bridging or latest bracing required where shown+•a % ' 1 SEQ.: K2771123 4 No load should be applied to any component until after all bracing and 4 Installation of trues s the responsibility of the respective contactor fasteners are complete and at no time should any loads greater than 5 Design assumes trusses are to be used m a non corrosive environment, C TRANS ID: LINK design loads be applied to any companeM and are for"dry contldon • of use ��QNI�T+'u � 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes/all beating at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. B.This design isfumished subject to the limitations eat forth by T Designassumesbe drainageacistus provided. January 19,2017 e.Plates coincide with located on both faces of truss,and placed so their center TPVWfCA in BCS',copies of which will be furnished upon,squeal. lines with lolnl center lines. S.Digits Indicate size of plate in inches. MiTek USA,Inc./COmpuTrus Software 7.6.8(1 L)-E 70.For basic connector plate design values see ESR-1311,ESR-1855(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.5" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) O) 94 2-5=(-76) 103 3-5=(-236) 225 BC: 2x4 DF #1bBTR SPACED 24.0" O.C. 2-3=(-106) 197 3-4=( -13) 6 WEBS: 2x4 DF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -82/ 469V -71/ 147H 5.50^ 0.75 DF ( 625) OVERHANGS: 18.0" 0.0" LL = 25 PSF Ground Snow (Pg) 5'- 11.5" -97/ 242V 0/ OH 5.50" 0.39 DF M-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uon). REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.126" @ 3'- 0.1" Allowed = 0.408" 5-07-12 0-03-12 MAX TC PANEL TL DEFL = -0.110" @ 3'- 0.2" Allowed = 0.612" f MAX HORIZ. LL DEFL = 0.001" @ 5'- 7.7" 12 M-1.5X3 4 MAX HORIZ. TL DEFL = 0.001" @ 5'- 7.7" 8.00 V 3 Design conforms to main windforce-resisting system and components and cladding criteria. or Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), load duration factor-l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 o /- A111111 I o � GIN� � Sf9. 44: 8920QPE r ,t, 101.MMIMMA I f 21.." 5 o M-3x4 M-1.5x3 7 x.OREGON 41 e".6 '74}'''14 'Zt: - E*R 8;11.4_ y ), l 5-07-12 0-03-12 EXPIRES:. 12/31/2017 y y l 1-06 5-11-08 ,µms 44 'Ww� JOB NAME : LENNAR 2892-E MARQUAM ENGLISH - D1 r"�� �� •0'p Scale: 0.5153 .4 ry WARNINGS: GENERAL NOTES, unless otherwise noted ` /f 1 Builder and erection contractor should be advised of all General Notes 1.This design 5 based only upon the parameters shown and Is for an Indv dual14 , Truss: D1 and Wamngs before construction commencesbuilding component Applicability of design parameters and proper ,T,r� incorporation of components the responsibility of the building designer. 2 2x4 compression web bracing must be Installed where shown*. 2 Design assumes the top and bottom chords to be laterally braced at v! 5139' 3 Additional temporary bracing to Insure stab ldY during construction Toc and at l0'oc respectively unless braced throughout ther length by s the responslblldy of the erector.Additional permanent bracing of continuous sheathing such as plywood sheath ng(TC)andfor drywall(BC). � GIS'fE. l DATE• 1/19/2017 the overall structure s the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown** - G SE K2 7 7 11.2 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contactor. r�`_��r' V 4• • fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used n a non-corrosive environment, 1 (� Sa designloads be applied to an 1 and are for"dry condition"of use. TRANS ID• LINK pp any and en. 6 Design assumes full bearing at all supports shown Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the - necessary fabrication,handlng,shipment and installation of components. 7.Design assumes adequate drainages prowled. January 19,2017 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANTCA In BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 1. 9.Digits Indicate size of plate In inches. MiTek USA,Inv./ConlpuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC s LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.5" TC: 2x9 DF #1&BTR IBC 2015 MAX MEMBER FORCES 4WR/GDF ) 00 LOAD DURATION INCREASE = 1.15 1-2=( 0) 99 2-5=(-76) 103 3-5=(-236236) 225 BC: 2x4 DF #1&BTR SPACED 29.0" O.C. WEBS: 2x9 DE STAND 2-3=(-186) 197 LOADING 3-9=( -13) 6 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING TOTAL LOAD = 92.0 PSF MAX VERT MAX HORZ BRG RED BRG AREA OVERHANGS: 18.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hon LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -82/ 969V -71/ 197H 5.50" 0.75 DF ( 625) ger specs. - See approved plans 5'- 11.5" -97/ 292V 0/ OH 5.50" 0.39 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing.' BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" 5-07-12 MAX TC PANEL LL DEFL = 0.126" @ 3'- 0.1" Allowed = 0.908" 0-03-12 MAX TC PANEL TL DEFL = -0.110" @ 3'- 0.2" Allowed = 0.612" 1' 12 MAX HORIZ. LL DEFL = 0.001" @ 5'- 7.7" 8.00 M-1.5x3 q ,� MAX HORIZ. TL DEFL = 0.001" @ 5•- 7.7" 3 Design conforms to main windforce-resisting 1 system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. N I d' O 1 rµy 4t- 'P - - , -7 89200PE � o � I 2 � o 5 M-3x4 M-1.5x3 Cr 1 7 ,OREGON 4/ ,: �{tb 14 �� 'fir%. A,' .4.... ' J., l l 5-07-12 0-03-12 EXPIRES; 12/31/2017 y 3.. y 1-06 5-11-08 JOB NAME : LENNAR 2892-E MARQUAM ENGLISH - D2 °� ,� Scale: 8.5153 � er =�� WARNINGS: GENERAL NOTES, unless otherwise noted: M1r' !'�' : (:*- "d I I lik Truss• D2 Builder and erectlon contractor should be advised of all General Notes RIM design is based only upon the parameters shown and is for an individual `, and Wamngs before construction commences building componentApplicability ofdesign parameters and Roper • a ) 22x4 compression web bracing must be installed where shown incorporation of component is the responsibility of the building designer. 4.:f �,3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at /- Is the responsibility of the erector.Additional permanent bracing of T o.c and at 10 o c respectively unless bated throughout their length by yQ 5139 DATE: 1/19/2017 the overall structure is the responsibility of the building designer continuous sheathing such as plywood sheathng(TC)and/or drywall(BC) r 4.No load should be applied to an 3 Dt Impact bridging or lateral bracing required where shown+♦ -ois a'x SEQ. : K2771125complete ot:m component until loads all 4.Installation uftruss the responsibility ofthe respectveconlraGor fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment. TRANS ID: LINK design Isatls be applied o any component. and are for dry condition'.of use. NAT✓ 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling.shipment and installation of components. Designeas' , 8.This design isfumishedsubject tothe limitations set forth by 7. laenaallmeaatledoneothfagelapreside°. January 19,2017 B.Plates snail be located on beth laces of truss.and plaid so their center TPIANfCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 9.Diggs indicate size of plate In inches. 1 o.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.5" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-185) 200 1-4=(-75) 103 2-4=(-241) 223 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=( -13) 6 WEBS: 2x4 DF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -30/ 256V -66/ 132H 5.50" 0.41 DF ( 625) 5'- 11.5" -51/ 250V 0/ OH 5.50" 0.40 DF ( 625) 05 For hanger specs. - See approved plans LL = 25 POE Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.128" @ 3'- 0.1" Allowed = 0.408" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.115" @ 3'- 0.2" Allowed = 0.612" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.001" @ 5'- 7.7" 5-07-12 0-03-12 MAX HORIZ. TL DEFL = 0.001" @ 5'- 7.7" T f f Design conforms to main windforce-resisting 12 system and components and cladding criteria. 8.00 p M-1.5x3 s -/ 2 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. N okrO © P opts .44 Q 89240PE 1- o f irdMilll I l�� rt AOREGON 7 M-3x4 M-1.5x3 Z, ,Ir? 1+,1)' 4la 4 .4/ 14, 2 :P4• RRIO- - 5-07-12 0-03-12 EXPIRES: 12/3112017 ,, l 5-11-08 -� L$ 40`.WAS JOB NAME : LENNAR 2892-E MARQUAM ENGLISH - D3 Scale: 0.5108 e 4C'. 4a' 1e A WARNINGS: GENERAL NOTES, unless otherwise noted: ' 1.Builder and erection contractor should be advised of all General Notes I This design is based only upon the parameters shown and is far an individual , f Truss• D3 and Warnings before construction commences building component.Applicability of design parameters and proper • incorporationf component s the responsibility of the budding designer. 791 2.2x4 compression web Gracing must be mstalied where shown+. 2.Design the top and bottom chords to be laterally braced at 051398 3 Additional temporary bracing to Insure stabilty dur ng construction Zo.c. d t10 .c.respectively unless braced throughout Mer length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)antl/or drywall(BC). � '�' �. DATE: 1/19/2017 /Me overall structure s the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+a SE : K2 7 7112 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss s the responsibility of the respective contractor. • (PI' `_��r1, 4• fasteners are complete and at no time should any loads greater Man 5.Design assumes trusses are to be used In a non-corrosive environment, lOIN L� t and are for"dry condition Ouse desi TRANS ID• LINK 9^lo4d4 beapplied to any 6.Design assumes full beadng at all supports shown.Shim or wedge if 5.CompuTrus has no control over component.and assumes no responsibility for the necessary. fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. January �9r2o�7 6.This desgn is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss.and placed so their center TPINYTCA in BC51,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sue of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1958(MiTek) V This design prepared from computer input by PACIFIC LUMBER: Larry M • LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x4 DF #15BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 100 2- 8=(-231) 1461 3- 8=(-375) 264 BC: 2x4 DF #158TR SPACED 24.0" O.C. WEBS: 2x4 DF STAND 2- 3=(-1757) 376 8- 9=(-119) 958 8- 9-(-139) 632 3- 4=(-1542) 388 9- 6=(-277) 1461 4- 9=(-135) 633 LOADING 4- 5=(-1593) 388 9- 5=(-375) 264 TC LATERAL SUPPORT <= 12"OC. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1757) 376 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 100 TOTAL LOAD= 42.0 PSF OVERHANGS: 23.0" 23.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -212/ 1311V -155/ 155H 5.50" 2.10 DF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 26'- 0.0" -212/ 1311V 0/ OH 5.50" 2.10 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICON)). 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.030" @ -1'- 11.0" Allowed = 0.192" MAX TL CREEP DEFL = -0.039" @ -1'- 11.0" Allowed = 0.256" MAX LL DEFL = -0.058" @ 17'- 2.2" Allowed = 1.254" MAX TL CREEP DEFL = -0.139" @ 17'- 2.2" Allowed = 1.672" MAX LL DEFL = -0.030" @ 27'- 11.0" Allowed = 0.192" MAX TL CREEP DEFL = -0.039" @ 27'- 11.0" Allowed = 0.256" MAX HORIZ. LL DEFL = 0.025" @ 25'- 6.5" MAX HORIZ. TL DEFL = 0.041" @ 25'- 6.5" 13-00 13-00 Design conforms to main windforce-resisting '( f system and components and cladding criteria. 6-08-14 6-03-02 6-03-02 6-08-14 Wind: 140 mph, h=21.9ft, TCDL=4.2,HCDL=6.0, ASCE 7-10, f f f f 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=l.6, 6.25 M-4x6 Q 6.25 Truss designed for wind loads y Ori in the plane of the tr - •• v � g© PR©, \\.1" �, NGINE . c? p /� C M-1.5x3 89200PE 9f M-1.5x3 3 7 49OREGON ��� • r 4R R;l l,��� r. of 1o 2 8 g _a6 M-3x5 M-3x9 0.25" M-3x5 7 EXPIRES: 1 /31f217 M-5x8(5) y l b 8-09-15 8-04-03 8-09-15 y y 1-11 y 26-00 y y , 1-11 �tR z;8�g' • �A ' WA' 4' JOB NAME : LENNAR 2892-E MARQUAM ENGLISH - E3 ,,, ,, Scale: 0.2360 � r.P./ ��p�r�,,., as WARNINGS: GENERAL NOTES, unless otherwise railed: -- 4� Truss: �'i3 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual and Warnings before construction commences building component.Applicability of design parameters and proper / 2 2x4 compression web bracing must be installed where shown • a. incorporation of component is the responsibility ate building designer. /�' / 3 Additional temporary bracing to insure stabildy during mnstructlon 2.Design assumes the top and bottom chords to be laterally braced at y� C (� s the responsibility of the erector.Additional permanent bracing of 2'oc and ati0ac respectively unless braced throughout their length by 3137• (- DATE: 1/19/2017 the overall structure s the responsibility f the building designer continuous sheathing such as plywood sheathing(TG)and/or drywall(SC) }� "Y spans dY o g goer. 3 2v Impact bridging or lateral bracing required where shown++ �, ,1� �T IST11 SEQ.: K277112 7 4 No load should be applied to any component until ager all bracing and 4 Installation of truss Is the responsibility of the respective contractor. r fasteners are complete and at no time should any loads greater than 5 Design assumes trusses are to be used In a non corros ve environment A4a.. _��r39#0. TRANS ID: LINK design loads be applied to any component. and are for"dry fullbe condition.of use. °NAL 5.CampuTrus has no control over and assumes no responsibility for the 5.Design assumes full baa nog at all supports shown.Shim or wedge if fabrication,handling,shipment and Installation of components. necessary. (��T .I 5.This design is lumished subject to the limitations set forth by 7.Design shall bees adequateon th drainage is provided January 19,2 i7 8.Plates shall located on both faces of truss.and placed so their center TPI/VTCA In 13151,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E s.Digits Indicate size or plate In inches. , 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 26-00-00 HIP-D SETBACK 8-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #15BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 100 2-12=( -798) 3883 12- 3=) O) 305 2- 3=(-4525) 1032 12-13=) -803) 3878 3-13=(-394) 122 BC: 2x6 DF SS LOADING 3- 4=(-9164) 1181 13-19=(-1051) 3905 13- 4=) -33) 829 WEBS: 2x4 DF STAND LL = 25 POP Ground Snow (Pg) 4- 5=) 0) 0 14-15=) -803) 3878 13- 6=(-966) 315 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 10'- 2.9" V 4- 6=(-3652) 1089 15-10=( -798) 3883 6-14=(-466) 315 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 10'- 2.9" TO 15'- 9.1" V 6- 8=(-3652) 1084 8-14=) -33) 829 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 15'- 9.1" TO 26'- 0.0" V 7- 8=( 0) 0 14- 9=(-395) 122 BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 26'- 0.0" V 8- 9=(-4169) 1181 9-15=) 0) 305 9-10=(-4525) 1032 NOTE: 2T9 OPACIOR AT E4SOC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 597.3)+DL( 167.3)- 764.6 LBS @ 10'- 2.9" 10-11=( 0) 100 TC CONC LL( 597.3)+DL( 167.3)- 764.6 LBS @ 15'- 9.1" OVERHANGS: 23.0" 23.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -591/ 2730V -121/ 121H 5.50" 4.37 OF ( 625) BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP 26'- 0.0" -591/ 2730V 0/ OH 5.50" 4.37 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL-L/180 MAX LL DEFL = -0.030" @ -1'- 11.0" Allowed = 0.192" MAX TL CREEP DEFL = -0.039" @ -1'- 11.0" Allowed = 0.256" MAX LL DEFL = -0.145" @ 10'- 2.4" Allowed = 1.259" MAX TL CREEP DEFL = -0.321" @ 10'- 2.4" Allowed = 1.672" MAX LL DEFL = -0.030" @ 27'- 11.0" Allowed = 0.192" MAX TL CREEP DEFL = -0.039" @ 27'- 11.0" Allowed = 0.256" MAX HORIZ. LL DEFL = 0.045" @ 25'- 6.5" MAX HORIZ. TL DEFL = 0.075" @ 25'- 6.5" 0-03-09 0-03-09 Design conforms to main windforce-resisting •--f ,f-,f system and components and cladding criteria. 10-02-09 5-06-14 A 10-02-09 I T Wind: 190 mph, h 21 2ft, TCD 6.0, ASCE 7-10, 5-04-05 4-06-12 2-09-07 2-09-07 4-06-12 5-04-05 (All Height ) E.-.?sit pi:DIA . •, MWFRS(Dir), T f f load duration -4h U.es 769.60# Truss desig d `- u '� ��769.60# 12 in the pl- % �# •j C/�,,rr^�) 12 M-7x8 M-7x8 '') 16.25 ' .\-• a v9�.: 6.25 45 M-3x4 7 6 F� 89200PE 11F M-3x4 M-3x4 3 ,� 4 OREet GON 4% M-4x10 M-4x10 .M$f1R-1L�- r---- f- d' 12 13 14 15 1D 1 EXPIRES: I T• 2 M-1.5x3 0.25" M-3x8 M-1.5x3 0 EXPIR ES: 12!31!2017 M-7x8(5) , ,1' . 1 b l 5-02-09 4-06-12 6-05-07 4-06-12 5-02-09 l 1 y 1-11 y 26-00 1-11RR 'z 44 v WASk JOB NAME : LENNAR 2892-E MARQUAM ENGLISH - EH1 Scale: 0.2360 „op , ,o , WARNINGS: GENERAL NOTES, unless otherwise noted: J 1.Builder and erection contractor should be advised of all General Notes t.This design Is based only upon the parameters shown and Is for an individual _. t Truss: EH1 and Warnings before construct on commences building component.Applicability of design parameters and proper incorporation of component is the respondbiity of the bultlngeeslgner /4•, 2 2x4 compression web bracing must be nsla lletl where shown+. 2 Des the to d bottom chords to be laterally braced at Y�• 7,A.• }��4 3.Additional temporary bracing to insure stability during construction Design assumes p an VP 137 ^y s the responsibility of erector.Additional permanent f 2,0 c.and at as oc.respectively unless braced throughout their length by Y1(� (x,. pons yo permanen go continuous sheathing such as plywood sheet whereC)and/or drywall(BC) - "4'�`j'ISTh cY DATE: 1/19/2017 the overall structure Is the responsibility of the building designer. 3.N Impact bridging or lateral bracing required shown++ i3 SEQ. : K2 7 7 112 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. . t�4� fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a iwn-mnosive environment, �jl� tlesi loads be applied to an nt and are for dry condition"of use TRANS ID' LINK gn pp any 8.Design assumes full bearing at MI supports shown.Shim or wedge i/ 8.Compurrus has no control over and assumes no responsibility for thenecessary. fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage fa provided. January 19,2017 e.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPIMITCA in BCSI,copies o/which will be famished upon request. lines coincide with joint center lines. • 9.Dlgas indicate see of plate in inches. MiTek USA,Inc./CompuTrus Software 7,6.8(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" TC: 2x9 DF #163DB IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 LOAD DURATION INCREASE = 1.15 1- 2=( 0) 100 2-12=(-906) 1594 12- 3=( 0) 175 BC: 206 DF SS SPACED 24.0" O.C. WEBS: 2x4 DF STAND 2- 3=(-1836) 589 12-13=(-408) 1542 3-13=(-329) 126 LOADING 3- 4=(-1481) 579 13-14=(-495) 1325 13- 9=(-125) 418 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=( 0) 0 14-15=(-476) 1542 13- 6=(-162) 181 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 4- 6=(-1249) 539 15-10=(-474) 1544 6-14=(-162) 181 6- 8=(-1249) 539 8-14=(-125) 416 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 14- 9=(-329) 125 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 8- 9=(-1481) 579 9-15=( 0) 175 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-10=(-1836) 588 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10-11=( 0) 100 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. OVERHANGS: 23.0" 23.0" BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -288/ 1311V -121/ 121H 5.50" 2.10 DF(SPECIES) 625) 26'- 0.0" -288/ 1311V 0/ OH 5.50" 2.10 DF ( 625) IOOND 2' nesign checked for net!-5 pall uplift at 14 "or sparing VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.030" @ -1'- 11.0" Allowed = 0.192" MAX TL CREEP DEFL = -0.039" @ -1'- 11.0" Allowed = 0.256" MAX LL DEFL = 0.052" @ 15'- 9.6" Allowed = 1.254" MAX TL CREEP DEFL = -0.121" @ 13'- 0.0" Allowed = 1.672" MAX LL DEFL = -0.030" @ 27'- 11.0" Allowed = 0.192" MAX TL CREEP DEFL = -0.039" @ 27'- 11.0" Allowed = 0.256" 0-02 11 MAX HORIZ. LL DEFL = 0.017" @ 25'- 6.5" 0-0�2�-jl MAX HORIZ. TL DEFL = 0.029" @ 25'- 6.5" 12-09-05 0-05-07 12-09-05 Design conforms to main windforce-resisting T f system and componen. - riteria. 5-04-05 4-06-12 2-10-04 2-10-04 4-06-12 T 5-04-05 �. :1 e(I �:--: '� '� ,f Wind: 140 mph, h-21.` l�� 6 7-10, 12 5 7 (All Heights iIV Ca.- .•S(Dir), 6.25 12 load ducat .eu IY L ,E� M-4x6 Q 6.25 Truss des"'nI'`eT, d loads '7 �„R� M bx1M-4X6 in the p .� the truss only. PE +Af M-3x4 M-3x4 OREGON lU 142Ci ±- il`fRRJI, o ..„,,,, 1111,, .. ,w• -...- ,..ailAhlIllIlIlIllih... Ai 2 2 �, XEXPIRES:- 12/31/2017 0.25" 15 10 0 I o M-3x5 M-1.5x3 M-3x8 M-1.5x3 M-3x5 M-7x8(S) l y y l l 1 5-02-09 4-06-12 6-05-07 4-06-12 5-02-09 l .1 1-11 26-00 y 1-11 y ""'`..1. q JOB NAME : LENNAR 2892-E MARQUAM ENGLISH - EH2 �' „of `,',•.�.�o 75 Scale( 0.2360 'I WARNINGS: GENERAL NOTES, unlessothelwlsenoted. ^� Truss: EH2 Builder and erection contractor should be advised of all General Notes 1.This designs based ons upon the parameters shown and Is for an individual y and Wamngs before construction commences. building component Applicability of design parameters and proper /�,`r - 2 2x4compresslonwebbrecngmusibemafalledwhereshown+ ncorporationofcomponentistheresponsibiltyofthebuldingdeNgner .a.9�' 3 Additional temporary bracing to insure stability during constructionNs: P Design assumes the top and bottom chords to be laterally braced at 4,;513.ra ^ t j s the responsibility of the erector.Additional permanent bracing of 7 o c and at la o.c respectively unless braced throughout their length by �G# 1 F8" DATE: 1/19/2017 the overall structure ante responsibility of the building designer. continuous sheathing such as plywood ahealhmg(Tc)and/or drywall(BC) YR 1* 3 2t Impact bridging or lateral bracing required where shown+. 4. j S EQ, K2 7 7]-12 9 4 No bad should be appl ed to any component until after all bracing and 4 Installet on of truss s the responsibility of the respective contractor. �"�� A Vj1- fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition" use. i g 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes lull bearing at all suppona shown.Shim or Wedge If ,I ` fabrication,handling,shipment and Installation of components. necessary. January 19,2017 6.This design is famished subject to the limitations set forth by T.Design assumes adequate drainage is provided. B.Plates shall be located on both faces of truss,and placed so their center TPIAATCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E S.Digits Indicate size of plate In inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TO: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 100 2- 7=(-298) 1462 3- 7=(-375) 263 SPACED 24.0" 0.C. 2- 3=(-1758) 396 7- 8=(-119) 959 7- 4=(-133) 632 WE: 2x4 DF STANDR 3- 9=(-1593) 408 8- 6=(-290) 1965 4- 8=(-131) 695 WEBS: 2x4 DF STAND LOADING 4- 5=(-1546) 422 8- 5=(-378) 260 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1760) 909 BC LATERAL SUPPORT <= 12"00. CON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 23.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS5H 5I5E 2.12 (SPECIES) 25 0'- 0.0" -217/ 1323V -138/ 151H 5.50" 2.12 DF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 26'- 0.0" -132/ 1091V 0/ OH 5.50" 1.75 DF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinq. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL = -0.030" @ -1'- 11.0" Allowed = 0.192" MAX TL CREEP DEFL = -0.039" @ -1'- 11.0" Allowed = 0.256" MAX LL DEFL = -0.059" @ 17'- 2.2" Allowed = 1.254" MAX TL CREEP DEFL = -0.139" @ 17'- 2.2" Allowed = 1.672" MAX HORIZ. LL DEFL = 0.025" @ 25'- 6.5" MAX HORIZ. TL DEFL = 0.091" 9 25'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 13-00 13-00 Wind: 140 mph, h=21.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, ' / (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6-08-14 6-03-02 6-03-02 load duration factor=l.6, A 6-OS-19 ' 'I 4' Truss designed for wind loads 12 in the plane of the truss only. 12 M-9x6 'a 6.25 6.25 9 4 u 114.1 . PRO Q IP 89200PE r. M-1.5x3 'll" M-1.5x3 3 5 \11( / SC p .OREGONtq . MSR R;11��-e' o7 f 1 2� M-3x4 0.25" B M-3x5 o o M-3x5 EXPIRES, 12/31/2017 M-Sx8(S) b yy 8-04-03 y 8-09-15 8-09-15 - 1 b b 1-11 26-00 OR"a+-'4. JOB NAME : LENNAR 2892-E MARQUAM ENGLISH - F3 '4),!., 3AI Scale: 0.2435 ` � - . WARNINGS: GENERAL NOTES, unless otherwise noted. 7 1 Builder and erection contractor should be advised of all General Notes 1 This design is based only upon the parameters shown and is for an individual Truss• F3 and Warnings before construction commences building component.Applicability of design parameters and proper • 2 204 compression web bracing must be installed where shown 4. incorporation of component Is the responsibility of the building deagner. 3 Additional temporary bracing to Insure stability during construction 2 Design assumes the lop end bottom chords to be laterally braced al • 51 39 s the responsibility of erector.Additional permanent f zo.c and at 10 o respectively unless braced throughout ther length by A J1J3OQ �[� pons ity o permanen g o continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �I,STV7; x.11 DATE: 1/19/2017 the overall structure s the responsibility of the building designer. 3.W Impact bridging or lateral bracing required where shown•v V �"'}}}?? SEQ.: K2 7 71131 4 No load should be applied to any component until after all bracing and 4.Installation of truss Is the respond b rty of the respective contractor. ,S;g: � Q•- fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, < S� and are for"dry condition"of use. TRANS I D• LINK design loads be applied to any component. 6 Design assumes full bearing at all supports shown.Shim or wedge If 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided.6January 19,2017 17 6.This design is furnished subject to the limitations set forth by .Plates shall be located on both faces of truss,and placed so their center 7 TPI/WICA In SCSI,copies of which will be furnished upon request. lines coincide with point center lines. el 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTms Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1371,ESR-1960(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M • LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.8" TC: 2x4 DF #15BTR IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 LOAD DURATION INCREASE = 1.15 1-2=( 0) 94 2-5=(0) 0 BC: 2x4 DF 81&BTR SPACED 24.0" O.C. 2-3=(-210) 195 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-9=(-133) 57 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 514V -77/ 239H 5.50" 0.82 DF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 152V 0/ OH 5.50" 0.24 LF ( 625) 7'- 11.2" -249/ 510V 0/ OH 1.50" 0.65 DF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 8.8" -126/ 48V 0/ OH 1.50" 0.08 DF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 4 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinq.j VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" r MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed - 0.200" MAX TC PANEL LL DEFL = 0.237" @ 3'- 10.7" Allowed = 0.598" MAX TC PANEL TL DEFL = -0.237" @ 3'- 11.0" Allowed = 0.897" 3 MAX HORIZ. LL DEFL = -0.003" @ 7'- 11.2" 12 MAX HORIZ. TL DEFL = -0.003" @ 7'- 11.2" 8.00 �) Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 'n in the plane of the truss only. o0 89200PE r pOREGON �Q o /M-3x9 5►o .!'� �!" . 4 f t` � .��... RRIL EXPI REFI; 12/31/2017 ,0 b b 1, 1-06 8-00 1-08-12 'PROVIDE FULL BEARING;Jts:2,5,3,4 I • . p RRa. 4 ' Q0 wAS JOB NAME : LENNAR 2892-E MARQUAM ENGLISH - F4 ' G� �SO ..- cale: 0.9664t .� WARNINGS: GENERAL NOTES, unless oNerwise noted: `- ' "e • Truss F4 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and A for an individual -a and Wam ngs before construction commences building component.Applicability of design parameters and proper 2 2c4 compression web bracing must be installed where shown 4. mcorporebon of component Is the responsibility of the building designer. r , 3 Additional temporary bracing to insure stability during construction 2.Design assumes the top and borism chorda to be laterally braced al yo / Is the responsibility of the erector.Additional permanent bracing of 2.cand at 117 o c respectively 9y unless braced throughout their length by ' , 51398 DATE: 1/19/2017 the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood sheathng(TC)and/or tlrywall(BC) 4.Na load should be applied to 3 in Impact bridging or lateral bracing required where shown t♦ �,a� • 'ci'sTs SEQ. : K2771132anycomponentunNafterallbracingand 4.Installation of truss Wthe responsibility oftherespective contractor - ,f�y� fasteners are complete and at no time should any loads greater than 5 Desgn assumes trusses are to be used in a noncorroshre environment .tON'AL'� TRANS ID: LINK design loads be applied to any component. and are assumes y full ba condition.of sae 5.CampuTrus has no control over and assumes no responsibility for then6.Deg full bearing at all supports shown.Shim or wedge if _. fabrication.handling.shipment and installation of components7. s ry' - 8.Thlsdesign Isfurnishedsubject tothe limitations set forth by a.Plti"aaelctedneafagelo trussed. January 19,2017 6.Plates shall be located on bath faces of!fuss,and placed so their center TPIAN/CA in SCSI,copies of which will be furnished upon request linen coincide with joint center lines. 9.Digits indicate sae of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IMMEIMINIMMIMMMIMMMMIMMMMMIM This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 26-00-00 MONO HIP-D SETBACK 8-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TO: 2x4 DF #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2-( 0) 100 2- 8-( -989) 3710 8- 3-( 0) 277 2- 3-(-4327) 1098 8- 9-( -993) 3706 3- 9-( -372) 125 2x6 DF SS T2 LOADING 3- 4=(-3993) 1241 9-10=(-1213) 3450 9- 4=( 0) 547 BC: 2x4 DF SS LL = 25 PSF Ground Snow (Pg) 4- 5=( 0) 0 10-11=(-1213) 3450 9- 6=( -24) 212 WEBS: 2x4 DF STAND; 2x4 DF #1&BTR A TC UNIF LL( .0)+DL( 35.0)= 64.0 PLF 0'- 0.0" TO 26'- 0.0" V 6- 7=(-3-79) 1195 16- 1=( 6) 644 TC UNIF LL( 12525.0)+DL( 35.0)= 160.0 PLF 10'- 2.9" TO 26'- 0.0" V 6- 7=( -79) 95 6-11=(-4066) 1439 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 26'- 0.0" V 11- 7=( -516) 354 BC LATERAL SUPPORT <= 12"00. UON. TC CONC LL( 597.3)+DL( 167.3)= 764.6 LBS @ 10'- 2.9" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -624/ 2648V -87/ 203H 5.50" 4.24 DF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 26'- 0.0" -1008/ 2824V 0/ OH 5.50" 4.52 DF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP OVERHANGS: 23.0" 0.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 ** For hanger specs. - See approved plans MAX LL DEFL = -0.030" @ -1'- 11.0" Allowed = 0.192" MAX TL CREEP DEFL = -0.039" @ -1'- 11.0" Allowed = 0.256" MAX LL DEFL = -0.160" @ 10'- 2.4" Allowed = 1.254" MAX TL CREEP DEFL = -0.336" @ 10'- 2.4" Allowed = 1.672" MAX HORIZ. LL DEFL = 0.041" @ 25'- 8.5" MAX HORIZ. TL DEFL = 0.069" @ 25'- 8.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.3, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads 10-02-09 15-09-07 in the plane of the truss only. 4 4 4 5-05-01 4-04 0-05-08 7-06-04 8-03-03 `• tO PRO •Fs,. i. T T T 764.60# a NGINE' //0 12 6.25 p M-5x8 5 M-8x10 M-3x6 � • 9 �. T2 -6- 7 c 89200 E M-3x4 IP o A + o 7 'L!OREGON �.. M-4x10 4,6' R._:IL.�-: 5 8 _ 1 o z - B s 0.25" M-110 *11 M-1 .5x3 5x3 M-6x8 EXPIRES: 12131/2017 0 M-7x8(5) b 1' * y l 5-03-05 4-04 8-01-07 8-03-03 J, b y ��g� 1-11 26-00 " 1��" ' 'B 4 v VJAS 1'$ JOB NAME : LENNAR 2892-E MARQUAM ENGLISH - FH1 Scale: 0.2401 . :lip iii.A,,....',' 8<, o / i unless otharwse noted " / WARNINGS: GENERAL NOTES, D ,. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual / 1 - Truss: FH1 and Warnings before construction commences building component Applicability of design parameters and proper �I 2 234 compress an web bracing must be installed where shown+. incorporation of component s the responsibility of the building designer. 3 Additional temporary bracing to insure stability during construction 2 Design assumes the tap and bottom chords to be laterally braced at • 513.9• s the responsibility f the erector.Additional t bracing / T o.c and at hea o c rsuch a plyetycodunless brae ing(T u and/orhout e r langlh by 11 JJ 79 pons y o penndi g g o continuous sheathing or later i b plywood sheathing(TC)here send/or tlrywall(BC). '' � DATE' 1/19/2017 the overall structure is the responsibility of the building designer. 3.Zs Impact bridging or lateral bracing requ red where shown - SE K2771133 4 No load should be applied to any component until after all bracing and 4.Installation at hues i5 the responsibility o/the respective contractor. . " - . 4• 43- fasteners •are complete and at no time should any loads greater than 5.Design assumes Pusses are to be used in a non-corrosive env ronment, 0 St design bea lied to anycomponent. and are for dry mil Sew of use. TRANS ID• LINK g e6.Design assumes mnbearingatall supports shown Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided January�9,2��7 B.This design is fumished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 'J TPIAN1CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center linea. 9.Digs indicate size of plate in inches. • MITek USA,Ina./CornpuTms Software 7.6.8(1 L)-E 10.For basic connector plate design values see E5R-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" TC: 2x4 DF #15HTR; IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 2x6 DF SS T2 LOAD DURATION INCREASE = 1.15 1- 2=( 0) 100 2- 8=(-632) 1550 8- 3=( 0) 158 SPACED 24.0" O.C. 2- 3=(-1844) 461 8- 9=(-634) 1549 3- 9=( -304) 120 BC: 2x6 DF SS 3- 4=(-1513) 455 9-10=(-483) 1297 9- 4=( 0) 343 WEBS: 2x4 DF STAND LOADING 4- 5=( 0) 0 10-11=(-483) 1297 9- 6=( -81) 160 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1289) 432 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 10- 6=( ) 367 9 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 6- 7=( -80) 93 6-11=(-1529) 511 11- 7=( -211) 108 NOTE: 2x4 BRACING AT 24"00 UON. FOR LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -261/ 1330V -86/ 204H 5.50" 2.13 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 26'- 0.0" -168/ 1084V 0/ OH 5.50" 1.73 DF ( 625) OVERHANGS: 23.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. !COND. 2: Design checked ** For hanger specs. - See approved plans cfor net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.030" @ -1'- 11.0" Allowed = 0.192" MAX TL CREEP DEFL = -0.039" @ -1'- 11.0" Allowed = 0.256" MAX LL DEFL = 0.060" @ 10'- 2.4" Allowed = 1.254" MAX TL CREEP DEFL = -0.125" @ 10'- 2.4" Allowed = 1.672" MAX HORIZ. LL DEFL = -0.017" @ 25'- 8.5" MAX HORIZ. TL DEFL = 0.027" @ 25'- 8.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12-09-05 13-02-11 End vertical(s) are exposed to wind, Truss designed for wind loads 5-05-01 4-04 3-00-03 4-11-08 8-03-03 in the plane of the truss only. 12 6.25 6 ``tD P.RQotS M-9x64 M-3x10 M-1.5x3 � '�GIN �F�/�. 00 6 p 14 T2 f� 0 4�2Qtp E 9S'- M-3x4 3 I I es. T T m o �OREON ,,co o- -f= o- m„ "fIR 811.,4 Ilk 14 �� 0 8 9 M-3x5 M-1.5x3 0.25° M-1.5x30 **11 EXPIRE& pC�+ µeft y/�} M-7x8(5) M-3x6 I=. f�f14s7. IE`� 1[�tf� ) 1 b ,I, y 5-03-05 q-0q y .1' 8-01-07 8-03-03 1-11 y 26-00 WAS 1-1' JOB NAME : LENNAR 2892-E MARQUAM ENGLISH - FH2 /./� iii Scale: 0.2384 ` �� y !,A(. , WARNINGS: 4 GENERAL NOTES, unless on:he a parameters notetl: •• Truss: FH2 Bu ider and eremmn ontrecer anowd be adv sed or all cenerel No ea Thls tleslgn abased Doty upon the esignprshown and is for an individual and Warnings before construction commences building component.Applicability of design parameters and proper / 2 2x4 compression web bracing must be installed where shown♦ Incorporation of components the responsibility of the building designer. �I 3 Additional temporary bracing tonsure stability during construction 2 Design assumes the top and bottom unlesschords brao be laterally braced at � •i s the responsibilitystructure of the erecfor.Additional permanent bracing of 7 o c.and at 10.o c.respectively braced throughout their length by A S 1 375 J DATE: 1/19/2017 the overall structure s the responsibility of the building designer continuous sheathing such as plywood sheathing(TC)and/or drywall(Bc) .. ^ •� p�pp (, 4.No load should be Ted to any3 InImpactfoodg ng or lateral bracing required the respetive contractor. �lv]l P* C`V' SEQ.: K2 7 7113 4pp component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor �3l P XYq" fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. TRANS ID: LINK design loads beepphedtoany omponent and are for dry conditionof ases`S0IVAT. G - s.Compurrus has no cenirol over and assumes no responNtolity for the 8.Deecseg assumes roll bearing at all supports shown.Shim or wedge if ' fabrication,handling,shipment and Installation of components. ssary' 8.This design is famished subject to the limitations set forth by 7.Design assumes adequate drainage is provided. TP IAN�CA in KS!,ca pies 8.Plates shall be located on both faces of truss,and placed so their center January 19,2017 of which will be furnished upon request. lines coincide wdh joint center lines. e.Digits Indicate size of plate in Inches. MiTek USA,InclCompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1908(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 LUMBER 4PDFIFICATIONS TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 94 2-4=(0) 0 SPACED 24.0" O.C. 2-3=(-73) 102 BC: 2x4 DF #1&BTR TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -150/ 406V -14/ 69H 5.50" 0.65 DF ( 625) 1'- 5.6" -81/ 162V 0/ OH 1.50" 0.26 DF ( 625) LL = 25 POE Ground Snow (Pg) 8'- 0.0" 0/ 63V 0/ OH 5.50" 0.10 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (COND. 2: Design checked for net(-5 psf) uplift at 24 "o c spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.003" @ 0'- 10.5" Allowed = 0.078" MAX TC PANEL TL DEFL = -0.004" @ 0'- 11.1" Allowed = 0.118" MAX BC PANEL LL DEFL = 0.019" @ 3'- 6.6" Allowed = 0.354" MAX BC PANEL TL DEFL = -0.097" @ 4'- 8.2" Allowed = 0.472" 1-06-06 MAX HORIZ. LL DEFL = -0.000" @ 1'- 5.6" f 1' MAX HORIZ. TL DEFL = 0.000" @ 1'- 5.6" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 8.00 Wind: 140 mph, h=19.lft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 3 4. '`. NAGiNe. /Q , _ ..v . 89200PE r" 0 2 x4 M-3x4 4OREGON�� �4, /6. f4} 14 °. -os:4 1-06 'PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 EXPIRES: 12/31/2017 44 liv. WAS 'i•, JOB NAME : LENNAR 2892-E MARQUAM ENGLISH - J1 Seale: 0.6744 /' 'h �'� WARNINGS: GENERAL NOTES, unless otherwise noted. I Builder and erection contractor should be advised of all General Notes 1.This designs based only upon the parameters shown ands for an individual �� Truss: J1 and Warnings before construction commences. building component Spoilcability of design parameters and proper / ,fr incorporation of component is Me responsibii ty of the building designer. 2.2x4 compression web bracing must be installed where shown+. 2.Des gn assumes the top and bottom chords to be laterally braced at ,�f� G 1'�(1• [,., 3. 4.0 Additional temporary bracing to Insure stabildy during construction T o.c and at r D o c.respectively unless braced throughout their length by Jr 1 T V'''*. "Y is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -("^ y1 "�'�a}t DATE• 1/19/2017 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ,.....:e S E K2 7 7113 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss s me responsibility or respective contractor. �Q t1T. i 4•- fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-cor osve environment, 4. S� and are for-dry condition"of use. TRANS I D• LINK design loads be applied to any component. 8.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is providedJ . anUal'V � �20�7 5.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ' TPIAMCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. • MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) i This design prepared from computer input by PACIFIC LUMBER: Larry M 'V LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 DF #1&BTR SPACED 24.0" O.C. 1-2=( 0) 94 2-9=(0) 0 2-3=(-70) 67 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF HEARING MAX VERT MAX BRG REQUIRED BRG AREA OVERHANGS: 16.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD= 42.0 PSF 0'- 0.0" -70/ 414V -26/ 101H 5.50" 0.66 DF ( 625) 3'- 0.4" -151/ 145V 0/ OH 1.50" 0.23 DF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 67V 0/ OH 5.50" 0.11 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.( BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.008" @ 1'- 5.7" Allowed = 0.204" MAX TC PANEL TL DEFL = -0.017" @ 1'- 7.9" Allowed = 0.307" MAX BC PANEL LL DEFL = 0.026" @ 3'- 6.6" Allowed = 0.354" MAX BC PANEL TL DEFL = -0.121" @ 4'- 4.8" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.000" @ 3'- 0.4" 3-01-02 MAX HOAIZ. TL DEFL = 0.000" @ 3'- 0.4" f Design conforms to main windforce-resisting 12 system and components and cladding criteria. 8.00 Wind: 140 mph, h=19.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor-1.6, -/ Truss designed for wind loads in the plane of the truss only. 0 p `.c' 89200PE 444 9f , 2►111 M 3X9 III. p ,�OREON IN,.. 4,7" y y y EXPIRE& 1f31f2017 1-06 (PROVIDE FULL HEARING;Jts:2,3,9 I 8-00 NV4, WAS ` JOB NAME : LENNAR 2892-E MARQUAM ENGLISH - J2 , }[j`,' °1 • � Scale: 0.5869 + A/" . � Q ,15 WARNINGS: GENERAL NOTES, unless otherwise noted: - C 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual '� Truss: J2and Warnings before construction commences buildingf component Applicebllity of design parameters and proper - O 2 2x4 compression web bracing must be Installed where shown incorporation of components the responsibility of the building designer. 3 Additional temporary bracing to insure stab I during 2.Design assumes the top and bottom chords to be laterallybraced at ' -513'98 ! i np g cobracinlonP o c and at 1D o.c respectively unless bated Nroughoultheir length by 5 1 398 , '` DATE: 1/19/2017 s the responsibility of Me erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(7C) the overall structure is the reslblllt of building des 3 2x Impact bra and/or drywall(BC) � 9 epny y a g bract p bridging or the g required where shown v+ O 1 SEQ.: K2771136 4 No load should be applied to any component until after allba�ng end 4 Ins allellon o(i ues smerespo abl)))y of the respect va coniregor fasteners are complete and at no time should any loads greater than 5 Design assumes trusses are to be used In a non corroswe environment, ry� TRANS ID: LINK tlesgnloads beapplied loany companent and are for drycondrton"of use �rQNAT,1i9_ 5.CompuTrus has no control over and assumes no responsibildy for the 8.Design assumes full bearing at all supports shown.Shim or wedge If fabrication,handling,shipment and installahon of components. d necessary. pT.Design assumes adequate drainage is provide B.This design is famished subject to the limitations set forth th by by 8.Plates shalt be located on both(aces of truss,and placed so their center January 19,2 17 TPI/WTCA in SCSI,copies of which will be famished upon request. lines coincide wtth joint center lines. 8.Digits indicate size of plate in Inches. MiTek USA,Inc.lCompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Weir) This design prepared from computer input by PACIFIC LUMBER: Larry M TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 LUMBER SPEFIFICATIONS TC: 2x9 DF #1&BTA LOAD DURATION INCREASE = 1.15 1-2=( 0) 94 2-4=(0) 0 SPACED 24.0" O.C. 2-3=(-95) 81 BC: 2x4 DF #16BTR TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 92.0 PSF 0.0•• -59/ 956V -38/ 133H 5.50" 0.73 DF ( 625) 4'- 7.1" -149/ 164V 0/ OH 1.50" 0.26 CF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 74V 0/ OH 5.50" 0.12 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.144" MAX BC PANEL LL DEFL = -0.025" @ 3'- 6.6" Allowed = 0.354" MAX BC PANEL TL DEFL = -0.158" @ 4'- 1.4" Allowed = 0.472" MAX BC PANEL TL DEFL = -0.092" @ 4'- 8.2" Allowed = 0.472" 4-07-14 MAX HORIZ. LL DEFL = -0.000" @ 4'- 7.1" MAX HORIZ. TL DEFL = 0.000" @ 4'- 7.1" 12 3 00000 8.00 Design conforms to main windforce-resisting system and components and cladding criteria. /' Wind: 190 mph, h=20.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. ��� �GINE� ' � 9 89200PE f r /- 10 2M- A_OREGON 1(� M-3x9 �, "f i#, �'. e�"+ MSRR1�, ,. > 1, y EXPI RES: 12/31/2017 1-06 'PROVIDE FULL BEARING:Sts:2,3,4 I 8-00 1 y WAS 1";, JOB NAME : LENNAR 2892-E MARQUAM ENGLISH - J3 fip aw'!'.+o Scale: 0.5869 C ,jti A WARNINGS: GENERAL NOTES, unless othemise noted. _ 1.Builder and erection contractor should be advised of all General Notes 1 This designs based only upon the parameters shown and is for anindividual Truss• J3 and Warnings before construction commences building component.Applicably of design parameters and Roper r � Incorporation of component is the responsibility of the building designer. 2 284 compression web bracing must be Installed where shown+. 2.Design the top and bottom chords to be laterally braced at rf�t 5139 3 Additional temporary bracing to insure stability during construction 70. d t10 respectively unless braced throughout thar length by s the responsibility of the erector.Additional permanent bracing of cont sheathing such as plywood sheathing(TC)and/or drywali(BC). j��I�T"f��� DATE' 1/19/2017 the overell structure s the responsA Gly of the bu lding designer. 3.ZS Impact bridging or lateral bracing required where shown++ S E K277 113 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor %, �NAL _��r' 4• fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, N l- and are for"dry condition"of use. TRANS ID• LINK design pp anycomponen 8.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsiNllN for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. January 19,217 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center January TPIIWrCA in 6051,copies of which will be furnished upon request. lines coincide with joint center lines. 'F 9 Digits indicate sae of plate in Inches. MiTek USA,Inc./CompuTnas Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M • LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" TC: IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 254 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 94 2-9=(0) 0 BC: 2x4 DF #1&BTR SPACED 29.0" O.C. 2-3=(-125) 99 TC LATERAL SUPPORT 0= 12"OC. UON. LOADING BC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -59/ 502V -50/ 165H 5.50" 0.80 DF ( 625) 6'- 1.9" -134/ 188V 0/ OH 1.50" 0.30 DI ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 85V 0/ OH 5.50" 0.14 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.066" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.088" 6-02-10 MAX TC PANEL LL DEFL = 0.138" @ 3'- 3.6" Allowed = 0.455" f MAX BC PANEL TL DEFL = -0.184" @ 4'- 1.4" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.001" @ 6'- 1.9" MAX HORIZ. TL DEFL = -0.001" @ 6'- 1.9" 12 8.00 I Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. o tt 89200PEo10 Cr'7, .-,, 3x9 MMOMMEMOMMOMMOMMIMEMOMMIMMIMOMOMMIP14 • OREGON y y y EXPIRES; 1 /31/7017 1-06 (PROVIDE FULL HEARING:Jts:2,3,4 I 8-00 ,R t-e JOB NAME : LENNAR 2892-E MARQUAM ENGLISH - J4 • �' °� 0" - . , Scale: 0.5369 1 �� � � , ' WARNINGS: GENERAL NOTES, unless otherwise noted: - Truss J4 Builder and erection contractor should be advised of all General Notes 1.This design A basad only upon the parameters shown and is for an Individual a' i, and Warnings before construction commences building component Applicability of design parameters and proper 2 2x4 compression web bracing must be Installed where shown+, incorporation of component is the reeponeDll ty of the building designer. �,s'r r 3 Additional tem bracing to insure stabil during 2.Design assumes the lop end bottom chords to be laterallybraced at y(1 temporary 9 M 9 consiructlono ' 5139: `', s the respons b Idy of the erector.Additional permanent bracing of 2'e.c and all o'o c respectively unless braced throughout their length by [ DATE: 1/19/2017 the overall structure s the responsibilityf tha Du Iden des continuous sheathing such as plywood sheath ng(7C)and/or drywall(BC). Q }' o g gner. 3.2sImpact bridging orlateral bracing required where shown++ �ISTB SEQ. : K2771138 4 No load should he applied to any component until after all bracing and 4 Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no!me should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment TRANS I D: LINK design loads be applied to any component. and are far"dry oondrton of use. '43�xQNA _ 5 CompuTrus has no control over and assumes no responsibility for the 6 Deecelegsssumes lull bearing at all supports shown.Shim or wedge If fabrication,handling,shipment and Installation of components. ry. 6.This design7.DesignsSall b ea adequate drainageacis trusts,an d. January 1 9,201 7 is furnished subject to the limitations set forth by e.Plates shall be located on both(aces of truss,and placed so their center 7FIM/ICA In BCS(,copies of which will be furnished upon requestlines coincide with Joint center lines. 9.Digits indicate see of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 7 o.For basic connector plate design values see ESR-1311,ESR-10813(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&RTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 94 2-4=(0) 0 BC: 2x9 DF #1&RTR SPACED 29.0" O.C. 2-3=(-156) 121 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -60/ 545V -62/ 197H 5.50" 0.87 DF ( 625) 7'- 8.6" -115/ 215V 0/ OH 1.50" 0.34 DF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 150V 0/ OH 5.50" 0.24 DF ( 625) Full height blocking is required at right bearing BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7-09-06 MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" / MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" fMAX TC PANEL LL DEFL = 0.340" @ 4'- 7.7" Allowed = 0.581" 3I MAX TC PANEL TL DEFL = -0.393" @ 4'- 4.7" Allowed - 0.871" MAX HORIZ. LL DEFL = -0.002" @ 7'- 8.6" ) MAX HORIZ. TL DEFL = -0.002" @ 7'- 8.6" 12 Design conforms to main windforce-resisting 8.00 system and components and cladding criteria. Wind: 140 mph, h=21.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. I 1.0 (,tp PROFt � GINE- . 0- cit 89200PE % OREGON Zzi� M-3x9 1 'il• F?R-ILA-. EXPIRES, 12/31/2017 y y y 1-06 'PROVIDE FULL BEARING; 8-00 ate`ILL 4 WAs 1 JOB NAME : LENNAR 2892-E MARQUAM ENGLISH - J5411?"`" ��� '�'� Scale: 0.5024 WARNINGS: GENERAL NOTES, unless otherwise noted. .-%?......./ jj 1 Builder and erection contractor should be advised of all General Notes / This design is based onty upon the parameters shown ands for an Individual % ' Truss: J5 and Warnings before construction commencesbuilding component.Applicability of design parameters and proper - 2.2x4 compression web bracing must be installed where shown rt. inmryoretlon of component is the responsibility or the building designer. 3.Additional temporary bracing to Insure stability during constructor 2 Design assumes the top and bottom chords to be laterally Drecetl al A.lei H the responsibilityf the erector Additional t bracng of continuous a in and at hes o c.respectively unless braced throughout the r length) ^ 4,51398,.(� "Y spermanent 2xImp ou bridging or ltcelbalywgotlsheaf uiredlnereshondlar drywall(BC). v.F " rS.r.p' DATE: 1/19/2017 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown a+ [ 1- c1 4 No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ. : K2771139 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used n a non coroswe en ronment A`IONALS design loads be applktl to any component. and are for"dry condition"of use TRANS ID: LINK 5.CompuTrus has no control over and assumes no responsibility for the e 8.De�igs assumes full bearing at all supports shown Shim or wedge if ry fabrication,handling,shipment and installation of components. 7 Design assumes adequate drainage is provided. an ua'�/ 9,2�I 1 7 e.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINVFCA in SCSI,copies of which will be fumished upon request. lines coincide with joint center lines. 9.Digits Indicate see of plata in Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) ' S This design prepared from computer input by • PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 9'- 4.1" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF#1&BTR LOAD DURATION INCREASE = 1.15 1-2-( BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-198) 185 2 5=(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4=(-159) 88 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 513V -74/ 231H 5.50" 0.82 DF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 152V 0/ OH 5.50" 0.24 OF ( 625) 7'- 11.2" -268/ 561V 0/ OH 1.50" 0.72 DF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 4.1" -200/ 82V 0/ OH 1.50" 0.13 DF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 4 !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing]VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 '' MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" 3 MAX TC PANEL LL DEFL = 0.216" @ 3'- 7.2" Allowed = 0.598" MAX TC PANEL TL DEFL = -0.230" @ 3'- 11.0" Allowed = 0.897" 12 '' MAX HORIZ. LL DEFL = -0.003" @ 7'- 11.2" 8.00 MAX HORIZ. TL DEFL = -0.003" @ 7'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o Truss designed for wind loads I in the plane of the truss only. r 10 ', 1,�GINE 1..c.' 4 .."4:11 9200PE 444 9r o � rillliMiliMi p ,�OREGON ��5 X41 ' �' M-3x4 L 41SR R I1e. �' y y EXPIRES: 12/31/2017 J, l 1-06 8-00 1-04-02 (PROVIDE FULL BEARING;Jts:2,5,3,4 l ve,(v JOB NAME : LENNAR 2892-E MARQUAM ENGLISH - J6 -4, /��/�y.Q ,o,a �,�q Scale: 0.4887 L7 iA� . fQ �. !r N✓A • WARNINGS: GENERAL NOTES, unless otharnise noted: ��;`I,. Truss J61Builder and erection contractor should be advised of all General Notes 1.This designs based only upon the parameters shown and is for an Individual • and Warnings before construction commences building component Applicability of design parameters and proper - 2 2x4 compression web bracing must be Installed lied where shown+ Incorporation of component is the responsibility of the building designer. /iV 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 139 a "`V s the responsibility of the erector.Additional permanent bracing of 2 o c and at 10 o.c.respectively unless braced throughout their length by DATE: 1/19/2017 the overall structure Is the responsibility f the budding des continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). .. "OGINS spons ny o g gner. 3 2x Impact bddging or lateral bracing required where shown++ rl.,'1.';' a4� SEQ. : K2771140 4 No load should beapplied toany component until after all bracing and 4 Installation of truss wthe responsibility ofthe respective contractor S fasteners are complete and al no time should any loads greater than 6 Des gn assumes trusses are to be used n a non-corrosive environment TRANS ID: LINK design loads be applied to any component. and are Por dry contldlon"of use 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown Shlm or wedge if necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. January 19,2017 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of buss,and placed so their center TPIM?CA in BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 2'- 6.4" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 100 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-74) 25 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PIE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 23.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -160/ 543V -12/ 79H 5.50" 0.87 DF ( 625) 1'- 9.2" -121/ 61V 0/ OH 5.50" 0.10 DF ( 625) LL = 25 PIE Ground Snow (Pg) 2'- 6.4" -26/ 57V 0/ OH 1.50" 0.09 DF ( 625) 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' 6.25 VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.030" @ -1'- 11.0" Allowed = 0.192" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.039" @ -1'- 11.0" Allowed = 0.256" MAX TC PANEL LL DEFL = 0.005" @ 1'- 2.6" Allowed = 0.144" MAX TC PANEL TL DEFL = 0.005" @ 1'- 2.6" Allowed = 0.217" MAX HORIZ. LL DEFL = -0.000" @ 2'- 5.7" MAX HORIZ. TL DEFL = -0.000" @ 2'- 5.7" 3 -7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. 0 PRO Qp 1110,... 11 M-3x9 89200 E 7 pOREGON .. A�� M�RR;IL.-$ y y y y EXPIRES: 12a1 0417 1-11 2-00 0-06-07 'PROVIDE FULL BEARING;Jts:2,4,3 $RRILL .,8 sv WAS 1? JOB NAME : LENNAR 2892-E MARQUAM ENGLISH - SJ1 s:«- ,� Scale: 0.9647 r ..1!1',,,,i,:, 0 WARNINGS: GENERAL NOTES, unless otherwise noted: i 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon Ne parameters shown and is for an individual Truss: S J1 and Warnings before construction commences balding component.Applicability of design parameters and proper ^r/ 22x4 compress on web bracing must be nsteiled where shown incorporation of component Is the responsibility of the building designer. /�i"i 3 Additional temporary bracing to Insure stability during censtructon 2.Design assumes the lop end bottom chorda to be laterally braced at - • 't., 51398 s the responsibility of the erector.Additional permanent bracing of T o c and at 10 a c respectively unless braced throughout their length by .meq/ ,�* DATE: 1/19/2017 the overall structures the responsibilityf the bu ld n deovenomous sheathing such as plywood sheathing(TC)hereshown tlrywall(BC) } .nQ�, " a g Igner. 3.2x impact bridging or lateral bracing required where shown++ ! 1i SEQ.: K2 7 71141 4.No toad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4'41. - 7 ' Ci " fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used In a non-corrosive environment v O AL' TRANS ID• LINK design loads be applied to any component. antl ares tcllbon^aruae. onditi S.CompuTrus has no ventral over and assumes no respondbility for the 8 nDry ecessa assumes lull bear ng at all supports shown.Shim or wedge If fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. January 19,2017 5.This design Is furnished subject to the limitations set forth by 8.Plates shall be fowled on both faces of truss,and placed so their center TPIANTCA in SCSI,copies of which will be famished upon request. lines coincide wgh joint center lines. + 9.Digits intliwte size of plate in inches. MiTek USA,IncJConlpuTrus Software 7.6.8(IL)-E 10.For basic connector plate design values see ESR-1311,ESR-1958(MiTek) 1. s 1 This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 5'- 1.2" IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 100 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 29.0" O.C. 2-3=(-96) 51 IC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 23.0" 0.0" TOTAL LOAD = 42.0 PEE 0'- 0.0" -195/ 553V -23/ 120H 5.50" 0.69 DF ( 625) 1'- 9.2" -75/ 10617 0/ OH 5.50" 0.17 DF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 1.2" -57/ 122V 0/ OH 1.50" 0.20 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL-L/290, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.030" @ -1'- 11.0" Allowed = 0.192" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.039" @ -1'- 11.0" Allowed = 0.256" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.053" MAX BC PANEL TL DEFL = -0.003" @ 1'- 0.1" Allowed = 0.071" 12 6.25 MAX HORIZ. LL DEFL = -0.000" @ 5'- 0.4" 3 -/ MAX HORIZ. TL DEFL = -0.000" @ 5'- 0.4" Design conforms to main windforce-resisting 0 system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. N 0 o o m ‹� ,E© �RaFFs Q�� �GIN ,�� / 9� � flrAdlIllIl $920OPE T /- 2`= 9► -/ 0 M-3x9 7OREGON �. �t� '��RRI�\-�' l b 1 1 1-11 2-00 3-01-03 EXPIRES:.. 12/31/2017 'PROVIDE FULL BEARING:Jts:2,9,3 1 Q w - JOB NAME : LENNAR 2892-E MARQUAM ENGLISH - 5J2df'G� ti,�0 Scale: 0.6753 !y/" p .� WARNINGS: GENERAL NOTEB, unless othenwise noted. -I / a 7P 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is bran Individual - -i-gr Truss: S J2 and Warnings before construction commences building component Appllcabilily of design parameters and proper • r 2 2x4 wmpress on web bracing must be Installed where shown incorporation of components the responsibility of the building designer. ) I 3 Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at _ C 159 a 47 s the responsibility of the erector.Additional permanent bracing of 7 o continuous and a110 o c.respectively unless bacetl throughout their length) J 7 DATE: 1/19/2017 theoveranalructuresthereraga fthebuldin des 2xImpasbggngstchasacingoduired'ng(TC)and/ordrywall(BC). '�+�,.�.�� responsibility c y o g designer. 3 Di Impact bridging or lateral bracing required where shown++ SD' K2-�7I I4 2 4 No load should be applied to any component until after all bracing and 4.Installation of truss Is the reoponsb Ny of the respective contactor. (1y 1 4 fasteners are complete and at no fine should any loads greater than 5 Design assumes trusses are to be used n a non corrosive environment. �#fQ*7AT - des design loads be applied to any component. and are for dry condaion of use. lY L TRAN S I D: LINK 5 CompuT us has no control over and assumes no responsibility for the B Design assumes full beadng al all supports shown.Shim or wedge if ssery. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. January wary 1 f.7 1,201 7 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center c! G TPIANTCA in BCS',copies of which will be furnished upon request. Ones coincide wah joint center lines. 9.Digits indicate see of plate in inches. MITek USA,Inc.ICompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 7'- 7.9" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq-1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 100 2-4-(0) BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-138) 75 ( ) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 23.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -98/ 502V -35/ 1610 5.50" 0.80 DF ( 625) 1'- 9.2" -99/ 266V 0/ OH 5.50" 0.43 DF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 7.9" -87/ 185V 0/ OH 1.50" 0.30 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.030" @ -1'- 11.0" Allowed - 0.192" MAX TL CREEP DEFL = -0.039" @ -1'- 11.0" Allowed - 0.256" MAX BC PANEL LL DEFL = 0.006" @ 1'- 0.1" Allowed = 0.053" MAX BC PANEL TL DEFL = -0.008" @ 1'- 0.1" Allowed - 0.071" MAX HORIZ. LL DEFL = -0.001" @ 7'- 7.1" 3 MAX HORIZ. TL DEFL = -0.001" @ 7'- 7.1" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.25 p 1 Wind: 140 mph, h-20.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 9n 0 o 41., `,l G1 IN. i / `.. 89200PE 9r o ,- ea 2 4 OREGON 4,/M-3x9 ' . N A. 14 'yRR IL\ y y y y EXPIRES: 12/31/2017 1-11 2-00 5-07-14 !PROVIDE FULL BEARING:Jts:2,4,3 I 1 ` 4) WARP/h...� i . - JOB NAME : LENNAR 2892-E MARQUAM ENGLISH - SJ3 >> tts - 0 - Scale: 0.5439 -0i. yt 4" WARNINGS: GENERAL NOTES, unless otherwise noted: ® . 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual a Truss: S J3and Warnings before construction commences building component.Applicability of design parameters and proper 2 204 compression web bracing must be nstalled where shown+ ncorporation of component Is the responsibilty of the budding designer. //le, - 3 Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at as4 5139'- ,Q Is the responsibility of the erector.Additional permanent bracing ofcontinuol a c and at 10 o c respectively unless braced throughout their length by j� DATE: 1/19/2017 the overall structure s the responsibility of the building desgner. 2x sshginglor suchasacing rduired heresand/or tlrywall(BC). O *�.py epf�iQ 3 �t Impact brltlging ar lata2l bracing required where shown++ X } 4 No load should be applied to any component until after all bracing and 4 Installalon of truss is the responsibility f the respective contractor. ASS N` SEQ. : K2 7 7114 3 fasteners are complete and at no time should any loads greater than 5 Design assumes trusses are to be used in a non-corrasNe environment, and are for'tl condition"of use xQNAL TRANS ID: LINK design loads be noapplied anycomponent. and assumes 6 Design ae mu bean at au 5.CompuTrus has no control over and assumes no responsibility for the . - - 9 bearing peons shown.Shin or wedge if fabrication.handling,shipment ce wry' .I - - pment and installation of components. 7.Design assumes adequatedrainageis provided. January 19,2��7 e.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANrCA in 0101,copies of which will be furnished upon requestlines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E to.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) 1 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Centerplate unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 3/4 on jointI (Drawings not to scale) offsets are indicated. Damage or Personal Injury r� Dimensions are in ft-in-sixteenths. I� Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For 0'1/164 wide truss spacing,individual lateral braces themselves may require bracing,or altemative Tor I O a bracing should be considered. _ 2 O 3. Never exceed the design loading shown and never F � O a stack materials on inadequately braced trusses. 0 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate ~ C-8 cs ce s designer,erection supervisor,property owner and plates 0- ',idfrom outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber Software or upon request. shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that i� Indicated bysymbol shown and/or SYP represents values as published specified. �/ Y by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. 11=0 reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MI- .. ® 18.Use of green or treated lumber may pose unacceptable � environmental,health or performance risks.Consult with project engineer before use. Industry Standards: Mil ANSI/TPI1: National Design Specification for Metal 19 Revand1w all before usortions of e.Revis ewing n(front,pictures alone s Plate Connected Wood Truss Construction. pictures) g is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, MiTeks 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate ♦ Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 • 4 .